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Permit D96-0024 - PRICE COSTCO OPTICAL LAB
CERTIFICATE OF OCCUPANCY CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WASHINGTON 98188 THIS CERTIFICATE ISSUED PURSUANT TO THE REOUIREMENTS OF SECTION 307 OF THE UNIFORM BUILDING CODE;' CERTIFYING THAT :AT:THE TIME OF ISSUANCE THIS STRUCTURE WAS IN COMPLIANCE WITH THE VARIOUS ORDINANCES OF THE CITY. REGULATING BUILDING CONSTRUCTION OR USE AND ALL APPLICABLE CITY FIRE CODES. FOR THE FOLLOWING: Occuua`nt PRICE COSTCO OPTICAL LAB Building Address: 1141'SAXON DR Parcel # 362304-9107 Owner: PRICE COSTCO Occupancy: INDUSTRIAL. PLANT Occupancy Group: F-1 Permit No: D96-0024 Suite No: Occupant Load: 201 Type of Const: V -N CONSTRUCT NEW 34544 S.F. OPTICAL LAB BUILDING AND PARKIG'AREA. .e1 BUILD P/ OFFICIAL DATE THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES City of Tukwila (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 362304-9107 Address: 1141 SAXON DR Suite No: Location: LOT D OF HOME DEPOT SHORT PLAT Category: NCOM Type: DEVPERM Zoning: Const Type: V -N Gas/Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Fire .0 South: .0 East: Sewer: TUKWILA Slopes: Contractor Licence No: FERGUHS370NO Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: Streams: D96-0024 ISSUED 12/12/1996 06/10/1997 INDUSTRIAL PLANT 1994 SPRINKLERED 0 OCCUPANT PRICE COSTCO OPTICAL LAB 1141 SAXON DR, TUKWILA, WA 98188 OWNER PRICE COSTCO Phone: 206 313-8100 999 LAKE DR, ISSAQUAH WA 98027 CONTRACTOR FERGUSON HUGH S CO. Phone: 206 767-3810 P.O. BOX 80867, SEATTLE, WA 98108 CONTACT ANGIE YUSUF Phone: 206 822-0444 11820 NORTHUP WAY #E300, BELLEVUE, WA 98005 ENGINEER BARGHAUSEN CONSULTING ENGINEERS Phone: (206)251-6222 18215 72 AV S, KENT, WA 98032 ****************************************************************,r*********,r******** Permit Description: CONSTRUCT NEW OPTICAL LAB BUILDING AND PARKING AREA. *********************************************************************************** Construction Valuation: $ 996,939.84 PUBLIC WORKS PERMITS: *(Water Curb Cut/Access/Sidewalk/CSS: Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversized Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Meter Permits Listed Y N No: N N Start Time: Y Cut: N N Start Time: N No: N Private: N Y N N Private: N Separate) Eng. Appr: JJS Size(in): End Time: Fill: End Time: Public: N Public: N .00 r*********************************************************************************** TOTAL DEVELOPMENT PERMIT FEES: $ 8,303.68 *********************************************************************************** Permit Center Authorized Signature.— __ • atte0Date:La:a (p I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permi cancel the provision of or the perform. •c development Signature: not presume to give authority to violate or state or local laws regulating construction uthorized to sign for and obtain this Print Name: -►� : S. QL�'1'LY�i11 Date __J _& PI L'�t �•3_ ' Fmaoseiyt cosi-e11(,lcti This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TUKWILA Address: 1141 SAXON DR Suite: Tenant: Type: DEVPERM Parcel #: 362304-9107 •k k k * * * k k •k -k k * k * * k * •k * k k * * * •k '4 •k * k * k k •k k k * 4 •4 -k •k * * * * A 4 4 •k k •* * * •k :4 4 4 4 -4 * * 4 4 4 k •k k 4 -4 -k •k 4 Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect or Engineer and the Tukwila Building Division. 2. Plumbing permits shall be obtained through the Seattle -King County Department of.Public Health. Plumbing will be inspected by that. agency, including all gas piping (296-4722). 3. Electrical_ permits. shall be obtained through the Washington State Division of Labor and Industries and all electrical work will: be inspected by that agency' (248-6630). 4. All mechanical wort: shall be, under separate permit issued by the Ci•ty•of Tukwila, 5. All permits, inspection records, and approved plans shall be available; at the job site prior to the start of any con • - struction.. These documents are to be maintained and avail able until final insPection approval is granted. 6. A11structural concrete shall be special inspected (UBC - Sec.306(a)1). 7. All structural welding shall be•done'by W.A.B.O. certified we;lders.and special inspected (UBC -.Sec. 306(a)5). 8. Bolts installed inconcreteshall be. special inspected (UBC. -.Sec. 306(a)2) •9. When';special'inspection is required either the owner, • architector engineer shall notify the Tukwila Building Division.of,appointment of the inspection agencies prior to the first.buildin g inspection. Copies of all:special inspection reports shall be submitted'to the Building Division in a timely manner. Reports shall contain addres project name, permit number and type of inspection being performed. 10. The special inspector•shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 11. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for 'Seismic Zone 3. 12. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 13. Readily accessible access to roof mounted equipment is required. 14. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 15. A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure)., 16. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition). 17 rha i'ity of Tukwila Ruiiriinn rrivizinn nrinr to Permit No: D96-0024 Status: ISSUED Applied: 09/27/1996 Issued: 12/12/1996 placing any concrete. This procedure is in addition to any requirements for s`ial 'inspection. .s �� 18;. 4`11 structural masty shall be special "inspecper UBC - Sec. • 306(a) 7. 19. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not he con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 20. All rack storage requires a separate permit through the City of Tukwila. Structural calculations stamped by a Washington State licensed Structural Engineer are required for rack storage over eight (8) feet in height. 21. There shall be no occupancy of the building(s) until the final inspection has •been'completed by the Tukwila Building Inspector. 22. Contact the Public Works Division to obtain, inspections of the water and sewer connections or disconnections .prior to cover (433-0179). 23. VENTILATION IS REQUIRED FOR ALL NEW ROOMS AND SPACES OF NEW OR EXISTING BUILDINGS IN CONFORMANCE WITH THE UNIFORM BUILDING 'CODE AND THE WASHINGTON STATE VENTILATION AND INDOORAIR QUALITY CODE, CHAPTER 51-13 WAC. 24. Tempor,ary,erosion control measures shall be implemented as the first order.•of business to prevent sedimentation off- site or into existing storm drainage facilities. 25. The site shall, have permanent erosion control measures in place as soon as possible after final grading has been, completed and prior .to the Final, Inspection. 26. It:shall be verified .in writing to the City Utilites Inspector._that the fire loop system for the building contains a State Department of Health approved detector double check valve assembly. This shall be done prior to the Final Inspection. 27. Driveways. shall comply with City commercial standards. Driveway width -.shall be a 25' minimum. and 35' maximum. Slope.shall be a maximum of 15%. Turning radii shall be a minimum of 10'. 28, Sidewalks and curb ramps shall comply with City standards. 29. Work affecting traffic flows shall be closely coordinated' with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector. for prior approval. 30. The developer shall verify in writing to the City Utilities Inspector that. the material to be placed is suitable for fill material which allows the infiltration of surface water drainage.' This verification shall be provided prior to any fill placement.' . 31. SEPARATE MISCELLANEOU'S PERMIT IS REQUIRED FOR FIRE LOOP/HY- DRANTS, WATER METERS, SEWER & LANDSCAPE IRRIGATION. ?2. TRAFFIC LOOPS ON SAXON DR @ ANDOVER PARK EAST SHALL BE REP- LACED AS PART OF THIS PROJECT. APPLICANT SHALL SUBMIT A TRAFFIC LOOP REPLACEMENT PLAN TO PW FOR APPROVAL OR SHALL PAY THE CITY FOR TRAFFIC LOOP REPLACEMENT. ?. Landscaping, having been removed at the applicant's request in order to allow conditional permit approval by the Public Works Dept., shall be subject to approval by the Planning Division as part of the Public Works Department utility permit approval. The Landscaping Plan along the dike sideslope shall be revised per King County Surface Water Management requirements. These requirements were previously transmitted to the applicant in City of Tukwila Correction Letter. #2 (12/6/96). vu 1 Board of Architectural Review. Light pole locatioon sheets SD -1 and4S�"1� 11 be revised to be cons tent, and are subject to P ning Div. approval. The criteria for approval shall be general consistency with the BAR approved design. This includes, but is not limited to, a maximum 2 ft./candles at the property line and no direct illumination beyond the property line. Plans shall be submitted for review and approval prior to calling for a Planning inspection for this permit. The applicant is STRONGLY URGED to resolve this well before to final grading and paving, to allow adequate time for review and conduit installation. vu CITY OF T' IKWILA Permit Center N. 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431-3670 FOR STAFF USE ONLY Pro(ict Number: 1Req.49 o S Permit Numbers, D (D OO@ New Commercial / Addition / Multi -Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. Project Name/Tenant: P'RIG� cc�� 1 W r �'1 IUWaL Cr�'il cA �� L-Ae7 Value of Co traction: c q o D., 000, C"U Site Address: City State/Z' I tot �� xots 1712. -11,1KWlLA,WA geies Tax Parcel Number: LOT t7 RMT L- 94 - frcvr4d y t a: ac1j'224,,:DDI Property Owner: ��� t cco���'c , 1 tic C Phon Zv �,) 3 I- I o 0 Street Street Address: 61619 L A�� OF- • 16SCi�X State2ip: Fax ( 1 Contact Person: /�N u 'i'L('LI Phone: �2C00222-0Lft-fif Street Address: `r bco✓City State/Zip: 1 I S'2 -L' 1\vyRi -h� Y' tai E?, Cao •B \Apel Fax #: u/A �2C��) X 22 -z 12`� Contractor: ��C-I �lt�l C���1�uC-�vI� Phone Zo&,) '7&•7 - 3p)I d Street Address: 1� City State/Zip: ��.3 Ave -P�(�Cl.e yvN/ ,?LCA Fax �0 .7E�-i - 734_2 Architect: l� I LVA11IJ'' PA-1Xc t2S j -I -I P Phon '2cQ S 2.� Z --014,4 `f Fax #:(22),0 522 - 4- 12c9 Street Address: q Q)co� Cit State/Z'p: 4t>1j) KioRTt l W Soo 4L L `&!A Engineer: c(S1Irs = lec NCSiT l,aeeT P one: �05.2r�-7 (0 0 Street Addres ci�' /I 'I Cyit StatelZip: L� 1 )1)0010/kw1�1 Ne,) ` T ', l 1A 606 5.22 -� 6C� s 4 -oafs, 3q i4- Description of work to be done: • C� PTIC-A i, -.A& E -o c� L -c T � 'PK l Existing use: ❑ Retail ❑ Restaurant In Multi -family • ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ SchooVCollege/University Other I<Ati ppistt'?pez) L -CT r Proposed use: ❑ Retail ❑ Restaurant ❑ Multi ❑ Church la Manufacturing ❑ Motel/Hotel ❑ SchooUCollege/University ❑ Other -family ❑ Warehouse ❑Hospital ❑ Office Will there be a change of use? CIyes Elno If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: �— existing � �"•I S'A new Area of Construction: 412, s , l Will there be storage of flammable/combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets APPLICANT.REQUEST:FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW. OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization/Striping ❑ Curb cut/Access/Sidewalk ❑ Fire Loop/Hydrant (main to vault)#: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Mater/Exempt It: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: NCPERMIT.DOC 7/9/96 Date application expires: Application to rytly: (initials) ALL NEW COMMERCIAL/ADDITION/M -FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWING: D ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED ED Complete Legal Description Certificate of water/fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. Certificate of sewer availability (Form H-11). Contact the Public Works Department (206) 433-0179 for servicing district. Metro: Non -Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H-13). Business Declaration required (Form H-10). Five (5) sets of working drawings, which include : ❑ y0r Site Plan Y1. North arrow and scale. 2. ✓3. Existing and proposed utilities and existing hydrant location(s). Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. A. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dumpster recycling screening. L-6: Location and screening of outdoor storage. a: Limits of clearing/grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. '-8: Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). meg; Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. x.10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. t11. Location of high water mark of the Green/Duwamish River if site is located within 200' of the high water mark. 1-1-2 Lowest finished floor elevation (if flood control zone permit required). Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil/site plan information required for Public Works Review (Form H-9). ❑ t.- Vicinity Map showing location of site ❑ t.0' Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ La-- Mechanical Drawings ❑ al- Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ 1-0-- Architectural drawings ❑ 1-0" Specifications (if separate document) ❑ `❑- Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water -filled sprinkler piping ❑ (0-- Height Analysis ❑ Ls-- Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ LO" Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non -Residential Energy Code Compliance Form H-7 1.171' ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) /-/•e_'- -" 6 -c % LGy /46e--(7 ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions Y_6, tom' ??/2 in' ❑ Food service establishments requi a two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 2966-4787. (Form H-5) 20r ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. if no contractor has been selected at time of application a copy of this license will be required before the, permit is issued OR submit Form H-4, "Affidavit in Lieu of Contractor Registration". G t z.' 04 / 'S7((PIC() Building Owner/Authorized Agent If the applicant Is other than the owner, registered archltect/englneer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT ORIZED AGENT: Signature: '� % Date: C/% Print na ,! ='ri J!JG Phone: Z , Y _G i ,l Fax #: ,, ;,Z . L. --j Z Address: 1\1/P a 3a, City/State/Zip: \� L , NCPERMIT.DOC 7/5/96 :t**h********hh****h*kkkh*kkk**kh*****k*kk**** *hh*kk**,t*kk****** CITY OF TUKWILA, WA / _ (�(')a— TP.��NSMIT •.k**k******•h*fit*h sleAk*kk*****•k ** *Wk*k``x�>t`` kk** ****kkk#h**kkk*kir*k TRANSMIT Number: R9700549 Amount: 25.00 03/07/97 09:06 Payment Method: CHECK Notation: BARGHAUSEN Init: KOP Permit No: PW96•-0290 Type: PW --CCAS CURD CUT/ACCES8/8IDE Parcel No: 362304-9074 Site Address: 6810 S 180 ST Location: SAXON DR @ EAST CORNER OF HOME DEPO PROPERTY Total Fees: 25.00 This Payment; 25.00 Total ALL Pmts: 25.00 Balance: .00 t***+* ;, *kA*******•k*A******>k**•nA***********,**,t*iA************* Account Code 000/345.830 000/342.400 Description PLAN CHECK' - UTILITY INSP FEE' := UTILITY Amount 10.00 15.00 ;170 03/10 '1719 TOTAL 25.00 ****Ak*k*kd*********h*•k***** **j-* -*****z.* • *,** 4Ai�***•k+******fit* CITY OF TUKWILA. WAJ �;sGJ.,�' TRANSMIT 4*****I4****k************** ****1 *f * **7%** ****�t**�c*k*a*•k** TRANSMIT Number: R9700549 Amount: 5.207.10 03/07/97 16:01 Payment Method: CHECK Notation: FEROUSON CONST Init: K1P Permit Na: D96-0024 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 362304-9107 Site Address: 1141 SAXON DR Location: LOT D OF HOME DEPOT SHORT PLAT Total Fees: This Payment 5,207.10 Total ALL Pints: Balance: ' *****k*****hir*k******h***•***h****4***33*********k*3*******4&*4*:4 Amount 207.10 20.698.78 20,698.78 .00 Account Cade Description. 104.367.000 TRAFFIC MITIGATION FEES 1393 03/10 7705 TOTAL 5207.10 *k***F***k********k*•A***d•A******A********y1***A*****k********bk*4.- CLTY OF TUKWILLA, WA TRANSMIT dot•A**n***A*******•A**44A*A**********4*************.A***tl*f:**•A**4* TRANSMIT Number: R9600499 Amount: 283.50 10/21/96 13:59 Payment Method: CHECK Notation: FERGUSON CONSTRU Init: SLB Perm't No: PW96-0236 'Type: PW•L.A LAND ALTI P):NG PCRMIT ParceA No: 362304.9' 07 Site Address: 1.141 SAXON DR Location: 1141 SAXON DR/LOT 0 OF HOME DE.PO SHORT PLAT L9 Total. Fees: 283.50 This Payment 283»50 Total ALL Pmts: 283.50 Balance: .00 *h.k***•A*****k*A**•*•*A****:k**A*k•.tA***k•+••k*kk****4.t***Akk**k,t***k.14.* Account Cade 000/32.2.100 000/345.830 • Description BUILDING - NONRES PLAN CHECK - HONRES Amount 238.50 45.00 4198 10/21 9617 TOTAL 333.50 ***.k**•kh*•k*******h*•k****•A•k*:t*:4*•k*:t**`h`***h**k*•k•k*****k****hk*k*•k CITY OF TUKWILA. WA %9- QQZ'-i TRANSMIT ***Ak***k*k*** A*k*k***```"`******����''**1''tt**'*****•ii►l��**h•**.k****•k******k*Akk**h* TRANSMIT Number: R9600520 Amount: 12.239.24 12/12/96 13:06 Payment Method: CHECK Notation: FERGUSON CONST Init: SLB _____--Permit No: D96-0024 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 362304-9107 Site Address: 1141' SAXON DR Location: LOT 0 OF HOME DEPOT SHORT PLAT Total Fees: 15.491.65 This Payment 12.239.24 Total ALL Pmts: 15.491 .6E3 Balance: . 00 **A A****<*******•A*************************•****.**•A****a:******s1*** Account Code Description Amount 000/322.100 BUILDING -- NGNRES 4.996.74 000/345.830 PLAN CHECK - UTILITY 20.00 000/386.904 STATE BUILDING SURCHARGE 4.50 000/342.400 INSP FEE - UTILITY 15.00 412/342.400 INSP FEE STORM DRAIN 15.01) 104.367.000 TRAFFIC MITIGATION FEES 7.188400 791 12/13 9617 TOTAL 12239.24 : •;4A*Ak*A****A******A****kh: t**4444A**44444**4**4*k*4*A*•k4**4'k*A*4 CITY OF TUK.WILA? WA TRANSMIT ***h.4*A•******A *A•*kh•k•*h** t4*Akkk******A****4**********A****4**A'*}4 TRANSMIT Number: P9600500 Amount: 25.00 10/21/96 14:01 Payment Method: CHECK Notation: FERGUSON_CONSTRU Init: SLR 110. Permit No: PW96-02t 8 Type: PW -CCAS CURB CUT/ACCESS/SIDE Parcel No. 362304-9107 Site Address: 1141 SAXON DR Location: 1141 SAXON DR/PRELOAD Total Fees: 25.Q1 This Payment 25.00 Total ALL Pmts: 25.00 Balance: .00 ***a4**A******A*444* 4**44..*4*****:t*•k*4*ka44A******A**•A****4 ***4** Account Code Description Amount 000/345.830 PLAN CHECK - UTILITY 10.00 000/342.400 INSP FEE - UTILITY 15.00 K*14 IcIS (0lf1 K b° �';•,. A*A***A****444***1****A***************•A*diff***********A**AA*4*f.1.r• CITY OF TUKWILA. WA TRANSMIT A***'*A4.***"k********A•kat*****•k**4*•k****41*•A******a1 AA*'*•k*********A** TRANSMIT Number: R9600500 Amount: 25.00 10/21/96 14:00 Payment Method: CHECK Notation: FERGUSON CONSTRU Init: SLB Permit No: PW96-0287 Type: PW -SD STORM DRAINAGE Parce-1, No: 362304.9.10? Site Addr"ess: 1141 SAXON CSR Location: 1141 SAXON DR/PRELOAD Total Fees: 25.00 This Payment 25.00 Total ALL Pmts: 25.00 Balance: .00 •A***•A**14*•kit*v4 a4•A•A***********4*******A*A***A**A**•k*i.k"►A4*'***•A*:4** Account Code 000/ 345.830 412/342.400 Description PLAN CHECK - UTILITY INSP FEE - STORM DRAIN Amount 10.00 15.00 pis to/Q<<ato *•h*k*k**3****444** 4**4******14**********: ***4345******3****Ah:4k CITY OF TUKWILA. WA i;:i0Clicp—QC)*4 • TRANSMT1 ***A****4.***4*�A444k�A.*h*******til***.*A4***********• TRANSMIT Number: 89600484 Amount: 3.249.68 09/27/96 14:53 Payment Method: CHECK Notation: PRICECOSTCO INC. Init: SLB • Permit No: D96»0024 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 362304-9107 Site Address: 1141 SAXON DR Total Fees:. 8.253.68 This Payment 3,249:68 Total ALL Pmts: 3,249.68 Balance: 3,004.00 ****k*** ********* ****fiel•fiA******A***A*****•k*******************•k* Account Code 000/345.830 Description M Amount PLAN CHECK - NONRES 3.249.68 3512 09/27 9605 TOTAL 3252.44 •k4# k**•A***4 3.**fi**•*****AAAAAA3** AAA*k*3***3*•A•****A*k**3*3M1. k*A*3 4*4 CITY OF TUKWILA, WA 4D61 ('�� u TRANSMIT 4***3**4******A****3 * *S * *9l*3*3*33*1**A****•k**ilk***A* TRANSMIT Number: 8960048 Amount: 2.76 09/27/96 14:54 Payment Method: CHECK Notation: PRICEUOSTCO INC. Init: SLB Permit No: 096-0024 Type: 0E:VPERM DEVELOPMENT PERMIT Parcel No: 362304-910/ Site Address: 1141 SAXON DR Total Fees: 83,253.68 This Payment 2.76 Total ALL Pmts: 3,252.44 Balance: 5.001.24 *3*•k*3*•A*3k**..3*************A•*A4****A.***************3*fi3******* Nccount•Code Description Amount 000/322.1.00 BUILDING - NONRES 2.76 3512 09/27 9605 TOTAL 3252.44 City O, f Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Are Chief TUK ILA !IRIS IMPARTMENT FINAL APPROVAL FORM Permit No. P1 9(9 --0‘51 Proj ect Name -QC' 1C. C IJSVCs: \ csL \7 Address 1t 4-\ CPO( \--N Retain current inspection schedule 5.4 Needs shift inspection Suite # Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: rn 9-4-i (- Hood & Duct: Halon: Monitor: Pre -Fire: Permits: OW/U:713 FS/0 Authorized Signature 3i, HC-) Date FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 t- 1 INSPECTION RECORD INSPECTION NO. Retain a copy with permit -(L)Pl(P-(5Di4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �� ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 r106)1-3670 Project:�r r ^ Type of insp tigR_ t cij r i 1/1 Addres71+ 5a,�/'n� v Date called: /�� G ( �J Special instructions: c-271 e. --}-r (. Date wanted: t/�- '7 p.m. Requester: c Phone No.: .'"7 S-- -791-5 Approved per applicable codes. Corrections required prior to approval. COMMENTS./ OIL -k Inspector: Date: z Cl $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: r,. INSPE ION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Proje ;; ' d / ` 'r Type of inspection Date called: ri I-. 6'i Address: Special instructions: Date wanted: ` a r . c.� . gam, '.- L"7ze Requester: ct (.Gf- - breve s�.s.. -�.ro Phone No.: /oyez, Approved per applicable codes. Corrections required prior to approval. COMMENTS: /1 i I-. 6'i / ex.if- A2 4, -,,,G -,t ' r► A ' /_ / r i t �t I is .. _ / / , T. c.� . gam, '.- L"7ze u�i ct (.Gf- - breve s�.s.. -�.ro /2-7 /oyez, IT, _. .Z�� C 7 � 4iL. i" �J of..._:. -4-4- . lir _ 7- Inspector: al A /. i/.i1. Date: --' Ally $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: jL fleiftlaramperr INSPECTION RECORD 7� Retain a copy with permit INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 SN-ou-4 PERMIT NO. (206) 431-3670 Project:/ -,Type taSrw ()PC 0 - of inspection: O C �� Address: i t ` Sero,.) t 2. Date called: 3 /t 2. - ., (Ai t,.-Wi, ur3'ilk- NI 0-.3 W€ . Special Special instructions: Date wanted: 3/(21'77 ilk"1Isis-m u11"W►. p.m. Requester: T 6' vt---1.3--c- s. . Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �kk+a1-0J sys sr ., (Ai t,.-Wi, ur3'ilk- NI 0-.3 W€ . (1l.e-p - (41," C L1t41 ! f9S ilk"1Isis-m u11"W►. n IAN An NSA, N, Ac.,,( h„ ,� • Cv,,r‘, C. T 6' vt---1.3--c- s. . Vim' -A-+- 'A•ZY' i --a u r- 0-irc it- . 1 Inspector: 04 - Date: •3/fZ/?7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: PC ICS- Cc6-tcc,, Type of inspection: N, 1 en�1 W Address: I i I �? (') D Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone No.: ✓� Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: tilluM Nc..._ Date: Ac) /Q7 $42.00 REINFECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 bcio-ocai PERMIT NO. (206) 431-3670 PVico orricAL. ovps TypetWs Misit: i\oftc., lAfriress: P9(90N iN 12- Date called: "..119 17 2) LAWD_S-CAPe Mw C'/I�2_ op teol4 es Special instructions: is< "rectiA -re" (...r1 exfs 7j.,( c::, /if Ge et' oF Date wanted _ --7 _I-7 Gsibri. Requester: f•-5 IOI• FINAkCilD N. A-BOVe LS 04140A. . Approve r applicable codes. Corrections required prior to approval. COMMENTS: p K. 6ccco„7_ 4foc. I) CrkT-OWD _CID othiCK.0 Goes -r DR( vd- 0AI -6A-5-7" .S" -/7>a!' 1, fu -r inf Row OF SPitce5 Le.),gSr S 7/3<ert?) oF .C.A>e-wA•ck eedifiCtcF int -7-0 t. Ann> Ssc- Are (CARGfl.. rlick 7 7-0 Ctre- ext 7) 7C) C/O eum-Cie 2) LAWD_S-CAPe Mw C'/I�2_ op teol4 es 1,6"Po-r A ---p 70 f cre- 07 -ree2s +- is< "rectiA -re" (...r1 exfs 7j.,( c::, /if Ge et' oF LA-Way-cA-Fe 6 c A -Hp (Z9 $er to Alwt c baCk. I-- COA/C 0(24 0 1(.. (Ntik 0144.41. - ON\ ,iititri-t. FINAkCilD N. A-BOVe LS 04140A. . Inspector: Date:340(i? $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l_f_Receipt No.: Date: f tf- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431;3670 Project: /� '0 it , Type of inspection:- Address: Date called: Special instructions: Date wanted: a.m. Requester: Phone No.: 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ritaz—ce/-44-24.aved Inspector: 11 Date:3-e -2,7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 MD-ei324 PERMIT NO. (206) 431-3670 mo O orncA 1_Aa Typegirkection:,, `U N� mrs:sivo tobiz Date called: z -1 _ G"� i Special instructions: 4a I" - er,,!'G� H vH f^-40 1_ 41— Cj Date wanteY „ Zg ` p.m Requester: sm.'T#'1f Phone No.:5...1S -1 --13 Approved per applicable codes. �i(l Corrections required prior to approval. COMMENTS: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, feemust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: rt+.4 ft, nWt. - _— 7...,(, . INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431-3670 ileac...0 o^nc�- LA�3 Type .t�ect�,�1L-IN c( IViTs: �.. �V-�,__�N� , i?fi , Date called: 2. -21-3- q-7 Special'ctinstructions: r. .. cod: 2_1_1 ate; Requester: ROt .SM ) I i Phone No.: 51s-1913 Approved per applicable codes. COMMENTS: Corrections required prior to approval. AIL. -r:" tS( /(1..�1 /0qr /0S) Inspectc6;Z)t) s,. Date:/217 x7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431-3670 Proje tTCo OM��L Type of inspection: 1NT W b° -N )/ Os. 1 ^ __ kVAd-1 (� Date called: 2-21 _2 ^9,7 Special instructions:-- a wa ed: a.m. equester: FON SM Mi Phone No.:576-11 l .Approved per applicable codes. C0171MENTS: Corrections required prior to approval. r Ins Inspector: Date: 2(2, $42.00( REINSPECTION FEE REQUIRED. Prior to inspect on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431-3670 Project:) 0l _ n Type of in t. 'p Ncv\f(.� ���/1 Address:srA Tijv Date called: Special instructions: Date wanted: 11&cil a.m. Requester: Phone No.: s Ts- -i " 1 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: ,•M• V.M +'�E14-'i INSPECTION RECORD Retain a copy with permit INSPE TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I o Of t / L 1. TypiinsoverA9pmiseir A r�ess: v01,s imer 'O' Date called: .�,.,_p� hipecial instructions: Date wantgd;72.. 2,1 _ j7 Requester: [` Rp1,3 i (T � I •7/`_- Phone No.: -13-...7... 7, Approved per applicable codes. Corrections required prior to approval. COMMENTS: T� 4L601 V-- Pl`(e t -c-;; G4 1/ 1/ 1/ c //C', //7 ,4-1.0 0 , ID// /OZ.,/ � �- /7 /o l/a/ ;�.u, , /06/07�-/0o n Inspector: Date: $42.00- REINSPECT! N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit (o - 002-4 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Mt.3_ ovr r— 1J w:� bA & Type of inspect t IA ET iss�(� F'i t•t um- (N S Pr'cna a Date c'd- 113' -97 7 Special instructions: 4- Date warded: A► 10 t tit R.iz.op,-r+ A rAa AT TOP. c.M-t_ p-- {-1 kLr;12>tic.— I ►J Sf). —c-rik O. -q-1'� 1 p.m. 19 Requesterr0p M i_,_, Phone No.: s—is 1 a Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 UW41)1 aG I t.tsP atJ . . -ri F'i t•t um- (N S Pr'cna a W tSM+c114 OCC -t c.,c--S /01 ? 106 . 4- F► Az 6k 4mA _ ' czyy...„<$.1 Pw.w&iS, a . w/ A.... r ►-i itt-sr1Zuvm $ A► 10 t tit R.iz.op,-r+ A rAa AT TOP. c.M-t_ p-- {-1 kLr;12>tic.— I ►J Sf). —c-rik O. Inspector: Date: 2�(C/57 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 a a — .n._....% a. a- AN.014.••2e31...363 _. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. a / 0 (206) 431-3670 Project:C/0s �a _ D c •(i Type of ins ctio aat,/6 yogi Address.1 s b1/1 \-.)i,, . Date called: -7.- _ 4 - q-7 Special instructions: Date wanted: Z + — [ f p.m. Requester: Phone No.: �_..? ^ _ 1 3 FIApproved per applicable codes. [1 Corrections required prior to approval. COMMENTS: Inspector: Date: Tj $42.00 REINSPECTION FEE REQUIRED. Prior toyin'spection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LR&Pt No.: Date: Inspector: Date: Tj $42.00 REINSPECTION FEE REQUIRED. Prior toyin'spection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LR&Pt No.: Date: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 (r_o t 0 00_1TEtif.pagic.9fidildesd: Mr4 ts: x viJ Date calle► R 191 Special instructions: y""ctate.Q...sire-A O 12::07) 8M . Date wants a.m.' Req a ter: /t/ry �/%� ' G Phone No.:ci --2s ...-7 GING Approved per applicable codes. Corrections required prior to approval. Inspector. Date/ $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [eceiPt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION k's t: t PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 I9f�R',1 d�� ssTjQ zr Date called:lAi/ 7-7 'S ecial insTructio s: p/6') WI Se,m, Ac,. I 1 Date wanted: -a:rp. Reque t r• Phone l Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,5.5C( Pte-• OSx= i� I c "4.41 C rt tt•.r' 1 A :IL Inspector: c -Ju -S(..... • Date: i tf& fq-) I ] $42.00.. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Snuthcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 41.3el4.Y_nemj__ y INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 PERMIT NO. (206.43 670 Project: T� i C -.Q •� Type of inspec orf r-"'"-- n V�a� t 9 Address �%91I C0`, %tai MU vin DT Date called: Date wanted: L_.-1 Q -q o , Special instructions: ry Crff (Ca. `1 tot? a61n �nv 1 C__oV iP\ .(1) • 12_n ✓ `z tP p' Requester: �� Phone No.: 515--1913 Approved per applicable codes. Corrections required prior to approval. COMMENTS: repo /, pmt,. ._ s % ems_ �A 3 r5 Inspector: Date: 1 $42.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing Piling Steel Soils Wood March 4, 1997 File: 96-431 City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: PriceCostco Regional Optical Lab Address: 1141 Saxon Drive Permit No.: D96 -0024i' A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION ANO MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. Reinforced concrete 2. Structural masonry -continuous 3. Structural steel erection including high strength bolting and welding 4. Pre-engineered metal building All work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our final report is dated March 4, 1997, number 14880, copy attached. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President dzbeee, cc: PriceCostco, Inc. -Randy White Ferguson Construction -Ken Lorenz, Ron Smith Mulvanny Partnership -Angie Yasuf Engineers N.W.-Allen Tucker Tel: 881-5812 Fax 881-5441 • P. O. Box 2523, Redmond, WA 98073 ECElvED 1V10 1 0 1997 UNITY Yi C ,`''ELOI':MENT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 CLIEI A`I'TN :PriceCostco Inc Randy White :999 Lake Dr Issaquah, WA 98027 arisl apioRl `964.11 %;PriceCostco Regional Optical Lab 1141 Saxon Dr a Acf Cot.. ny & Associates Ferguson Construction Engineers N W ::'PriceCostco Inc eo Report Date 1/30/97 s ctian: ; ertolrmeo'/iLocati Inspection Type: Reinforced Concrete Location: Footings & Slab sog: 5-8xA-C,7; 7-8xC.7-E,4. Footings for patio walls: 5.7-7, N. of Hline ark Resteel is per plans & specs. All cylinders greatly disturbed in field. #626 & 627 are from set 1, #628 is from set 2. Type of Material: Concrete Air Temperature: 51 Material Temperature 72 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: 4 +/- Air Percentage: 0 Air Specification: Yards placed: 158 Supplier. Design (F'C) © 28: Truck Number. Ticket Number. Job Mix? Mix Number Cement Type: Cement: Fine Aggregate: .................... Stoneway 4000 348 571093 No 5556 I/11 517 Coarse Aggregate: 1700 Sand: 1480 Fly Ash: 50 Water. 245 Water Added: 16 Gal Air Entrain: Admixture: WRA 4oz Conforming to Plan? Yes Explain if 'No': Inspector. J. Graham Reviewer. Tested Per. Conforms Y/N: Compressive Y/N: ASTM C39 Nes Yes Cast Date: 1/30/97 Fracture Type: (If 'Other, than Cone.) Tested By: S. Brown Reviewed By: M. Jeong e...0 S ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 626 227/97 28 6x12 (A a.7 0 136560 4830 1 627 227/97 28 6x12 ; - .-i 0 157250 5560 1 628 227/97 28 6x12 ?j) 0 134810 4770 2 :l+i: Mrd E i tl E D MAR 18 1997 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIE'. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 C IENT A'1`YN ADDREi :PriceCostco Inc ;Randy White :999 Lake Dr Issaquah, WA 98027 aid; Rama Arch COM 431 •.PriceCostco Regional Optical Lab '• 1141 Saxon Dr >Tukw�'la- D96-0024 <MutvannAssociates Ferguson Construction Engineers N W >PriceCostco Inc ;ort:Data[ Report Date 1/31/97 Inspection Type: Reinforced Concrete Location: Stab SOG: A.9-Dx1-5; E.4-C.7x5-7; E.4-Hx5-8. ;marks Ticket no's. unavailable. Resteel per plans & specs. Type of Material: Concrete Air Temperature: 47 Material Temperature 69 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: 4+/-1 Air Percentage: 0 Air Specification: Yards placed: 272 Material:.Data Supplier. Stoneway Plant #: 2 Design (F'C) @ 28: 4000 Truck Number. 340 Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Fine Aggregate: >'Ccriferma No 5556 1-11 517 Coarse Aggregate: 1700 Sand: 1480 Fly Ash: 50 Water. 245 Water Added: 10 gals. Air Entrain: Admixture: WRA 4 oz. Conforming to Plan? Yes Explain if "No": Inspector. J. Graham Reviewer. ren.. Tested Per. ASTM C39 Cast Date: 1/31197 Tested By: S. Brown Conforms Y/N: Yes Fracture Type: Reviewed By: M. Jeong Compressive Y/N: Yes (If 'Other", than Cone.) cfcpiss:To: S1 Re ID # Test Date Field Cure -Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 639 2/7/97 7 6x12 28.27 0 103720 3670 1 640 2/28/97 28 6x12 28.27 0 143800 3090 1 641 2/28/97 28 6x12 28.27 0 134990 4780 1 Date Mailed: 3/14/97 RECEIVED MAR 1 8 1997 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 CLIEl!R<! <>!< PriceCostco Inc :,Randy White AOORESS :;999 Lake Dr :Issaquah, WA 98027 i; 96 431 PriceCostco Regional Optical Lab :.1141 Saxon Dr :Tukwila D96-0024 A , :'•:;> `" MuNennp 6ssociates Con rael4r •Ferguson Construction Engineers N W • • PriceCostco Inc iiiiiiiiiiiiiiiiiiiiiiiiii Report Date 1/31/97 ...::...:.:.:: Inspection Type: Reinforced Concrete Location: Slab .................................. ............................................ . SOG: A.9-Dx1-5; E.4-C.7x5-7; E.4-Hx5-8. ark Ticket no's unavailable. Resteel per plans & specs. atenat Data Type of Material: Concrete Air Temperature: 49 Material Temperature 70 Yield Unit Weight: 0 Slump Inches: 4.5 Slump Specification: 4 +/-1 Air Percentage: 0 Air Specification: Yards placed: 272 Supplier. Stoneway Plant #: 2 Design (F'C) @ 28: 4000 Coarse Aggregate: 1700 Truck Number. 330 Sand: 1480 Ticket Number. Fly Ash: 50 Job Mix? No Water. 245 Mix Number. 5556 Water Added: 10 gals. Cement Type: I-II Air Entrain: Cement: 517 Admixture: WRA 4 oz. Fine Aggregate: n onc '< .::....:n . n'rra a Conforming to Plan? Yes Explain if 'No": Inspector. J. Graham Reviewer T .St n Tested Per. Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 1/31/97 Fracture Type: (If 'Other, than Cone.) Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 642 2/7/97 7 6x12 28.27 0 103640 3670 2 643 2/28/97 28 6x12 28.27 0 131550 4650 2 644 2/28/97 28 6x12 28.27 0 137230 4850 2 Copies To: Date Mailed: 3/14/97 RECEIVED MAR 18 1997 DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. 15 STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 CUEN1 AOtik ;? PriceCostco Inc Randy White ::999 Lake Dr ::;Issaquah, WA 98027 ••114-431 %PriceCostco Regional Optical Lab 1141 Saxon Dr ?Mnlvenrt�& Associates :;Ferguson Construction Engineers N W PriceCostco Inc Report :.. tt.DA Report Date 1/31/97 <:< <::` '<< ..:.:..:....:.............. Ins ection.Performe .1 Inspection Type: Reinforced Concrete Location: Slab ............................ SOG: A.9-Dx1-5; E.4-C.7x5-7; E.4-Hx5-8. ................................................ ... .... Ticket no's unavailable. Resteel per plans & specs. iMotenal :Data .........>' Type of Material: Concrete Air Temperature: 51 Material Temperature 72 Yield Unit Weight: 0 Slump Inches: 5.5 Slump Specification: 4 +/-1 Air Percentage: 0 Air Specification: Supplier. Design (FC) © 28: Truck Number. Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Yards placed: 272 Fine Aggregate: :. onorai Stoneway Plant #: 2 4000 348 No 5556 I-II 517 Coarse Aggregate: 1700 Sand: 1480 Fly Ash: 50 Water. 245 Water Added: 10 gals. Air Entrain: Admixture: WRA 4 oz. Conforming to Plan? Yes Explain if "No": Inspector. J. Graham Reviewer. Tested Per. Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 1/31/97 Fracture Type: (If 'Other', Than Cone.) fill Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 645 2/7/97 7 6x12 28.27 0 98590 3790 3 646 2/28/97 28 6x12 28.27 0 136480 4830 3 647 2/28/97 28 6x12 28.27 0 134770 4770 3 RECEIVED MAR 18 1997 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 GUE( :, AOONE •PriceCostco Inc :Randy White ;'999 Lake Dr ::Issaquah, WA 98027 :95431 PriceCostco Regional Optical Lab 1141 Saxon Dr u T: nny & Associates Ferguson Construction ;Engineers N W PriceCostco Inc Report Date 2/1/97 spect! .:n Pe ifafrmect°/ cation.. Inspection Type: Reinforced Concrete Location: Slab SOG: D-Hx1-5. Resteel per plans & specs. Aida Type of Material: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Yards placed: Concrete 51 69 Supplier. Design (PC) @ 28: Truck Number. 0 Ticket Number. 3.5 Job Mix? 4-5" Mix Number. 0 Cement Type: Cement: 190 Fine Aggregate: Stoneway 4000 348 571447 No 5556 I-II 517 Coarse Aggregate: 1700 Sand: 1480 Fly Ash: 50 Water. 245 Water Added: 5 gals. Air Entrain: Admixture: WRA 4 oz. Oi fOm a.nci Conforming to Plan? Yes Explain if"No": Inspector. J. Graham Reviewer. :...,St;....:, :..: Test;;.: ren$ Tested Per. Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 2/1/97 Fracture Type: (If 'Other', than Cone.) 8au Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 648 2/8/97 7 6x12 28.27 0 131210 4640 1 649 3/1/97 28 6x12 28.27 0 164230 5810 1 650 3/1/97 28 6x12 28.27 0 165470 5850 1 RECEIVED MAR 1 8 1997 COMMUNITY DEVELDEMT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PRurtri THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION • EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 • Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 CL • 14Cl41:';_: PriceCostco Inc .IRandy White ::999 Lake Dr ;Issaquah, WA 98027 0 r:,:98.431 •'PriceCostco Regional Optical Lab x1141 Saxon Dr •T Associates •Ferguson Construction Engineers N W •PriceCostco Inc C-� RepOrt.Datt Report Date 2/1/97 :;Inspection Performed /;Location Inspection Type: Reinforced Concrete Location: Slab SOG: D-Hx1-5 Remark, Resteel per plans & specs. Type of Material: Concrete Air Temperature: 52 Material Temperature 70 Yield Unit Weight: Slump Inches: 4.75 Slump Specification: 4-5" Air Percentage: 0 Air Specification: Yards placed: 190 Supplier. Stoneway Design (F'C) @ 28: 4000 Truck Number. 359 Ticket Number. 571489 Job Mix? Mix Number. Cement Type: Cement: Fine Aggregate: rnia. c., c No 5556 1-11 517 Coarse Aggregate: 170 Sand: 1480 Fly Ash: 50 Water. 245 Water Added: 5 gals. Air Entrain: Admixture: WRA 4 oz. Conforming to Plan? Yes Explain if "No": Inspector. J. Graham Reviewer. Tested Per. ASTM C39 Conforms Y/N: Yes Compressive Y/N: Yes Copies;To: Tess Strength. Cast Date: 2/1/97 Fracture Type:at-A- tc- (If 'Other, than Cone.) esti Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 651 2/8/97 7 6x12 28.27 0- 126860 4490 2 652 • 3/1/97 28 6x12 28.27 0 164820 5830 2 653 3/1/97 28 6x12 28.27 0 * 154900 5480 2 Date Mailed: 3/14/97 RECEIVED MAR 1 8 1997 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 • FAX: (206) 881- 5441 CLIENT ATTh ADORE <PriceCostco Inc ;Randy White 999 Lake Dr ;:Issaquah, WA 98027 •po €fi umb r ;: 9I 4331 >PriceCostco Regional Optical Lab 1141 Saxon Dr a 096-0024 tvanny & Associates „Ferguson Construction ;Engineers N W PriceCostco Inc Archkect Cneilaetai Etgeet'` eport. Report Date 2/6/97 s c of t Inspection Type: Reinforced Concrete ocetic Location: Stab Resteel & conc. for ramp 1 & 3 line between A.3 & A.9. SOG from 4.5 to 6.5 between A & A-13'. R marks ........................................................................................................................... Resteel per plans & specs. Meterial.:.....:....::.....::..:..,:::.:::.:.:.:::.::.:, ..:.:.:.... Type of Material: Concrete Air Temperature: 34 Material Temperature 68 Yield Unit Weight: 0 Slump Inches: 3.75 Slump Specification: 4 +/-1 Air Percentage: 0 Air Specification: Yards placed: 48 Supplier. Design (F'C) @ 28: Truck Number. Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Fine Aggregate: Stoneway Plant #: 2 4000 367 572191 No 5503 1-11 517 1950 Coarse Aggregate: Sand: Fly Ash: Water. Water Added: Air Entrain: Admixture: 1320 240 �11fG1tn anc Conforming to Plan? Yes Explain if "No": Inspector. J. Whigham Reviewer. ::Test:.:. �ne�gth.:..:.::,..::..:...........: . Tested Per, Conforms Y/N: Compressive Y/N: Copies?o; ASTM C39 Yes Yes Cast Date: 2/6/97 Fracture Type: (If 'Other", Than Cone.) esult, Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 800 2/13/97 7 6x12 28.27 0 114890 4060 1 801 3/6/97 28 6x12 28.27 0 155680 5510 1 802 • 3/6/97 28 6x12 28.27 0 160520 5680 1 Date Mailed: 3/21/97 a1ECE VED MAR 2 5 1997 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881-5441 CLillrtw 'PriceCostco Inc Randy White 999 Lake Dr ::Issaquah, WA 98027 :i;96-431 •PriceCostco Regional Optical Lab 1141 Saxon Dr Coriti�acla ny & Associates 'Ferguson Construction Engineers N W PriceCostco Inc d:•:.:..:..::..::::.,.:;::.;.::.;;;;::.;:>:::,::.;:::.;:;;;: .>.:.;•:;.:.:::.;.; ...........:. , e ..tt tat.:>«°>'<:<`:'<<> .... ... Report Date 2/7/97 apeCthm e armed Inspection Type: Reinforced Concrete Location: Columns Patio columns - 8 ea. Top lift of CMU wall on line 1 between E to F & mechanical room. All reinforcing adequate & concrete placed with mechanical consolidation throughout. Type of Material: Concrete Air Temperature: 49 Material Temperature 60 Yield Unit Weight: 0 Slump Inches: 4 Slump Specification: 4 Air Percentage: 0 Air Specification: Yards placed: 4 Supplier. Design (PC) © 28: Truck Number. Ticket Number. Job Mix? Mix Number Cement Type: Cement: Fine Aggregate: Stoneway 4000 317 572449 No 5500 I-II 517 Coarse Aggregate: 1930 Sand: 1455 Fly Ash: Water. 250 Water Added: 4 Air Entrain: Admixture: Conforming to Plan? Yes Explain if "No": Inspector. M. Jeong Reviewer. Te Stiren` Tested Per. Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 2/7/97 Fracture Type: (If 'Other', than Cone.) Result Tested By: S. Brown Reviewed By: M. Jeong ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 836 2/14/97 7 6x12 28.27 0 107260 3790 1 837 3/7/97 28 6x12 28.27 0 150740 5330 1 838 3/7/97 28 6x12 28.27 0 148280 5250 1 Coploo To: Date Mailed: 3/21/97 .................. ....... y MAR 2 5 1997 COMMUNITY 'OEVt"LOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. City of Tukwila (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas/Elec.: Units: Setbacks: Water: Wetlands: Contractor 362304-9107 1141 SAXON DR NCOM MISCPERM 000 North: .0 South: .0 TUKWILA Sewer: TUKWILA Slopes: Licence No: HOSBRCI172BJ Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: East: .0 West: OCCUPANT PRICE COSTCO OPTICAL LAB 1141 SAXON DR, TUKWILA WA 98188 OWNER PRICE COSTCO 999 LAKE DR, ISSAQUAH WA 98027 CONTACT MARK E FAIRHART FERGUSON CONSTRUCTION, 7433 5TH AVE SOUTH, CONTRACTOR HOS BROTHERS CONSTRUCTION INC PO BOX 1788, WOODINVILLE WA 98072 CONTRACTOR FERGUSON HUGH S CO. P.O. BOX 80867, SEATTLE, WA 98108 *********************************************************************************** Permit Description: HAULING FOR DIRT FOR PRELOAD & EROSION CONTROL. *********************************************************************************** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut/Access/Sidewalk/CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: Y Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Water Main Extension: N Private: Public: *********************************************************************************** TOTAL DEVELOPMENT PERMIT FEES: $ 29.50 *********************************************************************************** Streams: MI96-0019 ISSUED 10/21/1996 04/19/1997 N/A .0 Phone: 206 313-8100 Phone: 206 767-3810 SEATTLE WA 98108 Phone: 206 481-5569 Phone: 206 767-3810 Permit Center Authorized Signature: ,1c� �� • - Date: IQ: 1.1(D I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature: Print Name: /lN.K, E. J3 Rii-Acr Date: /3 • 2-1 -96 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. : .. CITY OF TUKWILA . Address: .1141 SAXON DR Su.i te: Tenant: Type: MISCPERM Parcel. #: 362304.-9107 **'*A,A(*•k41*•k•k***k•k•kkk****k**k*k•kk•kkkk*k•kk•k•k•kk•****k•k•kk*kk*•kkil*kk*kkk4.4kkkrkkk ..Permit .Conditions: 1. Any material :pilled onto any street shall he cleaned up immediately. Permit No: MI96-0019 Status: ISSUED Applied: 10/11/1996 Issued: 10/21/1996 City of Tukwila Department of Public Works John W. Rants, Mayor Ross A. Earnst, P. E., Director NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: OCTOBER 16, 1996 SUBJECT: PRICE COSTCO OPTICAL LAB Hauling 1141 Saxon Drive. Project No.: PRE96-025 Plan Check No.: D96-0024 Activity No.: MI96-0019 Contact: Mr. Mark E. Fairhart Phone: (206)767-3810 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON OCTOBER 16, 1996: MI96-0019 Hauling Permit Fee 25.00 Total: $25.00 Two copies of the confirmed Utility Permit Application Form are attached for inclusion in the permit file. Also attached are copies of the Certificate of Insurance, Hauling Bond and the Haul Route Map. JJS/mv Attachments a/s C.F. City Clerk(with copy of UPA, Haul Route Map, Originals of the Certificate of Insurance and Permit Bond) PW Utilities Inspector (with copy of UPA, Haul Route Map) Development File(with copy of Application, Haul Permit Conditions) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 5. item sr COSTCO OPTICAL TRAFFIC'CONTROL.PLAN --TRUCK. ROUTE HOS BROS.. CONSTRUCTION, ::INC. : s vitaTH sT' sy,1 44rel TRUCKS ARE TO LEAVE THE SITE AND TRAVEL WEST ON SAXON TO ANDOVER PARK WEST. THEY WILL TRAVEL SOUTH ON ANDOVER TO SW 43RD STREET WHERE THEY WILL TURN EAST TO W. VALLEY HWY., AT W. VALLEY HWY (181) THEY WILL PROCEED NORTH TO 405 AND TURN EITHER 'EAST OR WEST DEPENDING UPON WHICH PIT THEY ARE HAULING TO ON THAT RUN. :1(.( RI) CERTIFIt'7aTE OF LIABILITY IN RANCE PRODUCER PARKER, SMITH & FEEK, INC. 1700 First Interstate Center 999 3rd Avenue Seattle, Washington 98104 INSURED HOS BROS. CONSTRUCTION, INC. P.O. Box 1788 Woodinville, Washington 98072-1788 ISSUE DATE (10/14/96) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND. EXTEND OR ALTER THE COVERAGE AFFORDED J V THF Pffl I(`IFS RFI [1W COMPANIES AFFORDING COVERAGE COMPANY A TRANSPORTATION INSURANCE COMPANY COMPANY B COMPANY c _ COMPANY D .143 ri +,,w.spry�t�i,acm-�+r}asj+am�-arrr7..; tCT„� c„4�i.�y.�•r�, *;t'.'.is^t COVEN i GES1: -� i2. '�)1 - L ytr}a :�>rT ttt� , y y.. x1 f 3 i �:i, r p 5 C rt_ 1 Hj} 1 G7ti :::zfx�raa�.r'Hurat� s :<iE:�4 +•h:}.:'t.s., ir:x.:,�"i.. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Co Ltr Type of Insurance Policy Number Policy Effective Date (MM/DD/YY) Policy Expiration Date (MM/DD/YY) Limits A General Liability 129681250 03/01/96 03/01/97 General Aggregate $ 2,000,000 X Commercial General Liability Products/Comp Ops Agg. $ 2,000,000 Claims Made X Occur. Pers. & Adv. Injury $ 1,000,000 _Owners & Contractors Prot. Each Occurrence $ 1,000,000 Fire Damage (any one fire) $ 100,000 _ _ Med. Expense (any one person) $ 5,000 A Automobile Liability 1029682138 03/01/96 03/01/97 Combined Single Limit $ 1,000,000 X Any Auto _All Owned Autos Bodily Injury (per person) $ _Scheduled Autos Autos Bodily Injury (per accident) $ _Hired Non -Owned Autos _ Property Damage $ Garage Liability Auto Only - Each Accident $ Any Auto Other Than Auto Only: _ Each Accident $ Aggregate $ Excess Liability Each Occurrence $ _Umbrella Form Aggregate $ _Other Than Umbrella Form Workers' Compensation and STATUTORY LIMITS Employers' Liability _WC OTHER EL Each Accident $ The Proprietor/Partners/ incl. EL Disease -Policy Limit $ _ Executive Officers are: _ Excl. EL Disease -Each Employee $ Other Description of operations/locations/vehicles/special items Hos Job No. 1042 - Hauling Permit - City of Tukwila is included as Additional Insured per Endorsement CG2012, Edition Date 11/85 attached. CANCELS & REPLACES CERTIFICATE ISSUED 10/10/96. CITY OF TUKWILA 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Permits Center A..n.08p1r)1 eGG �+ '/ . r .�. ^1 6 Irr t r CY :M'''kl.i j,3.'.7, v�.t~yt ;;tt,,.0 ! 1v.Q[�N:c ,+ $ �1195�' . s r ;. t"e{! t'4.:; 7 r .i 5 hd t I`rt HOS\CERT96(M13) ff r *10 days for non-payment of premium KOECIATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 45• DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY 1(1 r ,i THF rnkAPANY ITS AGENTS GIE RFFHFSENTATIVFS AUT ZED REPRESENTAT atm A7 . a , IVII a 751 ,, `0/r: °' AG_O Ci ORP:.lgAL l 1.8 169 - Revised • POLICY NUMBER: 1290250 -'` COMMERCIAL GENERAL LIABILITY THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY ADDITIONAL INSURED - STATE OR POLITICAL SUBDIVISIONS - PERMITS This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE State or Political Subdivision: CITY OF TUKWILA (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) WHO IS AN INSURED (Section II) is amended to include as an insured any state or political subdivision shown in the Schedule, subject to the following provisions: 1. This insurance applies only with respect to operations performed by you or on your behalf for which the state or political subdivision has issued a permit. 2. This insurance does not apply to: a. "Bodily injury," "property damage," "personal injury" or "advertising injury" arising out of operations performed for the state or municipality, or b. "Bodily injury" or "property damage" included within the "products -completed operations hazard." NAMED INSURED: Hos Bros. Construction, Inc. CG 20 12 11 85 Copyright Insurance Services Office, Inc. 1984 CERT #169 - Revised HOSkEND96(M12) CITY OF TUKWILA BOND NO. U273 70 77 PERMIT BOND KNOWN ALL MEN BY THESE PRESENTS: That we, HOS BROTHERS CONSTRUCTION, INC. , as Principal, and the UNITED PACIFIC INSURANCE COMPANY a corporation duly licensed to do business in the State of Washington, as Surety, are held and firmly bound unto CITY OF TUKWILA , Obligee, in the penal sum of TWO THOUSAND AND NO/100 Dollars ($2,000.00), lawful money of the United States, to be paid to the said Obligee, for which payment well and truly to be made, we bind ourselves and our legal representatives, jointly and severally by these presents. THE CONDITION OF THE ABOVE OBLIGATION IS SUCH, That whereas, the said Principal has been granted A HAULING PERMIT, COSTCO OPTICAL by said Obligee. NOW, THEREFORE, If the said Principal shall faithfully perform the duties and in all things comply with the laws and ordinances, including all amendments thereto, appertaining to the permit applied for, then this obligation to be void, otherwise to remain in full force and effect. The liability of the Surety hereunder may, however, be terminated by giving thirty (30) days' written notice to the Principal and Obligee, and upon giving such notice, the Surety shall be discharged from all liability under this bond for any act or omission of the Principal occurring after the expiration of thirty days from the date of receipt of such notice. IN WITNESS WHEREOF, We have hereunto s- = • • • • nd seals this 10TH day of OCTOBER, 1996. INC. By: UNITEACIFIC INSURANCE COMPANY By: .l,-yt.,1'2 6 SUSAN B. LARSON, ATTORNEY-IN-FACT THE FACE OF S DOCUMENT HAS A COLORED BACKGROUND • WHITE PAPER REL1AN'E SURETY COMPANY, RELIANCE INSURANCE COMPANY UNITED PACIFIC INSURANCE COMPANY RELIANCE NATIONAL INDEMNITY COMPANY ADMINISTRATIVE OFFICE, PHILADELPHIA, PENNSYLVANIA POWER OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS, that RELIANCE SURETY COMPANY is a corporation duly organized under the laws of the State of Del- aware, and that RELIANCE INSURANCE COMPANY and UNITED PACIFIC INSURANCE COMPANY, are corporations duly organized under the laws of the Commonwealth of Pennsylvania and that RELIANCE NATIONAL INDEMNITY COMPANY is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called "the Companies") and that the Companies by virtue of signature and seals do hereby make, constitute and appoint Susan B. Larson, Tim Church, Lawrence J. Newton, Marsha Clesson, Cynthia L. Jay, Carl Newman, Peter H. Hammett, John N. Zefkefes, Victor E. Parker, of Seattle, Washington their true and lawful Attorneys) -in -Fact, to make, execute, seal and deliver for and on their behalf, and as their act and deed any and all bonds and undertakings of suretyship and to bind the Companies thereby as fully and to the same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of the Companies and sealed and attested by one other of such officers, and hereby ratifies and confirms all that their said Attorney(s)-in-Fact may do in pursuance hereof. This Power of Attorney is granted under and by the authority of Article VII of the By -Laws of RELIANCE SURETY COMPANY, RELIANCE INSURANCE COMPANY, UNITED PACIFIC INSURANCE COMPANY, and RELIANCE NATIONAL INDEMNITY COMPANY which provisions are now in full force and effect, reading as follows: ARTICLE VII - EXECUTION OF BONDS AND UNDERTAKINGS 1. The Board of Directors, the President, the Chairman of the Board, any Senior Vice President, any Vice President or Assistant Vice President or other officer designated by the Board of Directors shall have power and authority to (a) appoint Attorney(sl•in•Fact and to authorize them to execute on behalf of the Company, bonds and undertakings, recognizance., contracts of indemnity and other writings obligatory In the nature thereof, and (b) to remove any such Attorney(s)•in-Fact at any time and revoke the power and authority given to them. 2. Attorneylsl•In.Fact shall have power and authority, subject to the tenni and limitations of the Power of Attorney issued to them, to execute deliver on behalf of the Company, bonds and undertakings, recognizance., contracts of Indemnity and other writings obligatory in the nature thereof. The corporate seal is not necessary for the validity of any bonds and undertakings, recognizance, contracts of Indemnity and other writings obligatory in the nature thereof. 3. Attorney(s)-In•Fact shall have power and authority to execute affidavits required to be attached to bonds, recognizancss, contracts of Indemnity or other conditional or obligatory undertakings and they shall also have power and authority to certify the financial statement of the Company and to copies of the Bylaws of the Company or any article or section thereof. This Power of Attorney is signed and sealed by facsimile under and by authority of the following resolution adopted by the Executive and Finance Committee of the Boards of Directors of Reliance Insurance Company, United Pacific Insurance Company and Reliance National Indemnity Company by Unanimous Conant dated u of February 28, 1994 and by the Executive and Financial Committee of the Board of Directors of Reliance Surety Company by Unanimous Consent dated as of March 31, 1994. 'Resolved that the signatures of such directors and officers and the seal of the Company may be affixed to any such Power of Attorney or any certificates relating thereto by facsimite,and any such Power of Attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such Power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company, in the future with respect to any bond or undertaking to which It is attached." IN WITNESS WHEREOF, the Companies have caused these presents to be signed and their corporate seals to be hereto affixed, this July 19, 1996. TATE OF Washington OUNTY OF King } ss. RELIANCE SURETY COMPANY RELIANCE INSURANCE COMPANY UNITED PACIFIC INSURANCE COMPANY RELIANCE NATIONAL INDEMNITY COMPANY 70a4141, •n this, July 19, 1996, before me, Janet Blankley, personally appeared Mark W. Alsup, who acknowledged himself to be the Vice President of he Reliance Surety Company, and the Vice President of Reliance Insurance Company, United Pacific Insurance Company, and Reliance National ndemnity Company and that as such, being authorized to do so, executed the foregoing instrument for the purpose therein contained by signing he name of the corporation by himself as its duly authorized officer. n witness whereof, I hereunto set my hand and official seal. r` Notary Pubic in and for the State of Washington Residing a Puyallup Robyn Layng, Assistant Secretary of RELIANCE SURETY COMPAN A •. ' INSURANCE COMPANY, UNITED PACIFIC INSURANCE COMP - NY, and RELIANCE NATIONAL INDEMNITY COMPANY do hereby cal? ' that the above and foregoing is a true and correct copy of the Power f Attorney executed by said Companies, which is still in full force and effect. I WITNESS WHEREOF, I have hereunto set my hand and affixed the seals of said Companies this 10th day of OCTOBER 19 96 Assistant Secretary THE BACK OF THIS DOCUMENT CONTAINS AN ARTIFICIAL WATERMARK - HOLD AT AN ANGLE TO VIEW • . ' r ... v LI..., ,..:-.• . 17.-••• , ..l. ,, — ,, 1.1.-17.,•Thraio“•-•:ark.•":M.A. . '''' ..-M"..-7224•2•21.-....6.•...Z1•07= ,,,,,,,,,,,, ',fr.'. ..........i1.=•.4.,...7=..,44,-.7Z14.,,..i.72,Z-ZIN: i DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A • t.f •'.,r0,7,r,..;,,:;;;;Oarii..4.t.ptt iroTitiF.7%;t:,,'.:.i:;;,,. :.,:.•004404,0ga'...!..:. 4iii)9,.,): 6 ,..44., 0.....1.4,.. i.7:':"...ff4EbAfk-o:i.,,ii..:1 i,ki •OtelE , •,LL to.••••; STATE OF WASHINGTON. L. DETACH TO DISPLAY CERTIFICATE F625052.000(3-92)1 CITY OF rIKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431-3670 FS • STAFF USE ONLY Project,Numadr: Permit Number: Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Prof t Name/Tenant: r)stco op - ccd 1 ub Description of work to be done: ' n ' Tn� c) r+ d- G Xpo r f -- ' oul irJl e� rrill,? ()n�L y •- Kora ii.p ! /�-,� t 191/ Cm -,al f Value of Construction: lv,A- Site Address: I !.4 I �Xr �i 1DiId City State/Zip: (a . g Tax Parcel Number: �/0 7 .,3 10 2 Phone: 20(v-31;3 ?Z Property Owner:n�� rice Lash 1'a Street Address: q take Pip ,1) ,-u.(,v City State/Zip: —7,S (1,144k ,�,l+gYr2 i Fax It: I Co. f r zo6 - 1 Contact Person:Phone: `�'lor� e; FFinc��r�- ('F-ev ustp,) Po. tib>J) gJ0 zn(,f-?67 Street Address: City State/Zip: `-)Y: 3 s - Achl SDf rit Sec, /4 e4,0 Wag Fax #: zo - 76)2-73y 2 Contractor:r_ l*- OS Povs, �LJ,.i.5-tvr.tL-t-0rJ1. , Phone: 70(0 -962/ -5--6 9 j Street Address: 20'30c) LAA -1.9131A ,t)1 1 .1:_&: -sAi/Ianl1 Rt7.tiz` r- City Stategip: t,aJllGva 22 Fax #: •20 ( --/-18--- 64.3z/ Architect 1'hi d uAtn1l �/ Po rfIl ek s/ p / Phone: - Gu�l�� Z 2 06, -� Street Address: It 2 C7 Ak vuin c�,o Y !tie-3006,11Quu e (,-'A . ity State/Zip: eoc Fax #: -201,- 922 - y12 q En eer: kfu ` .w r1 i C _L�'iti City State/Zip: D,32 Phone: 206-2-6 1 ` iv 2 2 2 Fax #: AUG' / -- g7R 2 Street A� gess: / (6)-fS' 72Awe, so. rl-, Wil MISCELLANEOUS,PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT) Description of work to be done: ' n ' Tn� c) r+ d- G Xpo r f -- ' oul irJl e� rrill,? ()n�L y •- Kora ii.p ! /�-,� t 191/ Cm -,al f Will there be storage of flammable/combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Materia! Safety Data Sheets ❑ Above Ground Tanks ❑ Antennas/Satellite Dishes ❑ Bulkhead/Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing -Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Pedestrian Protection/Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT,REQUESTFOR MISCELLANEOUS PUBLIC WORKS PERMITS' ❑ Channelization/Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ Curb cut/Access/Sidewalk ❑ Fire Loop/Hydrant (main to vault)#: Size(s)* ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq. ft.grading/clearing ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only ❑ Water Meter /Permanent ❑ Water Meter Temp ❑ Miscellaneous Size(s): Size(s): Size(s): Est. quantity: gal Schedule: o.M �oving Oversized Loa Hauling MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City/State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT/REFUND BILLING: Name: Phone: Address: City/State/Zip: CFi►rgie Cr r Y OF TUKWILg OCT 1 11996 PERMIT rsitacft Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: r'r; (f Application taken by: (initials) MISCPMT.DOC 7/11/96 ALL MISCELLANEOUS P IT APPLICATIONS MUST BE SUB . ED WITH THE FOLLOWING: ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT ➢ STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER ➢ CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR PERMIT REVIEW Submit checklist No: M-9 Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 ❑ Antennas/Satellite Dishes Submit checklist No: M-1 ❑ Awnings/Canopies - No signage Commercial Tenant Improvement Permit ❑ Bulkhead/Dock Submit checklist No: M-10 ❑ Commercial Reroof Submit checklist No: M-6 ❑ Demolition Submit checklist No: M-3, M -3a ❑ Fences - Over 6 feet in Height Submit checklist No: M-9 ❑ Land Altering/Grading/Preloads Submit checklist No: M-2 ❑ Loading Docks Commercial Tenant Improvement Permit. Submit checklist No: H-17. ❑ Mechanical (Residential & Commercial) Submit checklist No. M-8, Residential only - H-6, H-16 ❑ Miscellaneous Public Works Permits Submit checklist No: H-9 ❑ Manufactured Housing (RED INSIGNIA ONLY). Submit checklist No: M-5 ❑ Moving Oversized Load/Hauling Submit checklist No: M-5 ❑ Parking Lots Submit checklist No: M-4 ❑ Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist No: M-6 ❑ Retaining Walls - Over 4 feet in height Submit checklist No: M-1 ❑ Temporary Facilities Submit checklist No: M-7 ❑ Temporary Pedestrian Protection/Exit Systems Submit checklist No: M-4 ❑ Tree Cutting Submit checklist No: M-2 ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration". Building Owner/Authorized Agent if the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE'I• ;AUTHOR ED AGENT: Signature: (� [ � aix,t�, Q Phone: City/Stattee/Zip: Date: Z)—//,___r,' 111 1.72Fax #: 1-i6IDIMII'd of t g- . / g0) 2_-- Print name: / - -C)\/\11\ ) Address•'� 20 wo !N'itbi /.x,,li t. _ MISCPMT.DOC 7/11/96 RECEIVED CITY OF TUKWILA OCT 1 1 1996 PERMIT CENTER Permit No: Status: Project: Address: Location: Parcel #: Wetlands;: Contractor: PW96-0936 ISSUED PRICE C0'3TC0 1141 SAXON DR 1141 SAXON DP/LOT D OF HOME DEPO SHORT PLAT L94-0055 362304 -9107 L='tff' ALTERING Issued: 10/21/1996 Approval Letter: 10/16/1996 Expires: 04/19/1997 Watercourse: Slopes.: License No.. TENANT PRICE CO_sTGO OPTICAL LAB 1141 SAXON DR, TUKWILA, WA 98138 OWNER PRICE COSTCO 999 LAKE DR, ISSAOUAH WA 98027 CONTACT ANGIE YUFUS 11620 NORTHUP WY #E-300. BELLEVUE WA 93005 ENGINEER BARGHAUSEN CONSULTING ENGINEER'S 18215 72 AV S. KENT, WA 98032 44•h'4'44'.4•k444k4:4*k*4*44.44'k44k4444*4444444rh4444*4*44*444;44494444444444'444444*4'44 Additional Description: PRELOAD & LAND ALTERING FOR NEW BLDG CONSTRUICTION SURCHARGE FILL ON BUILDING PAD. Phone: 206 313-3100 Phone: 206 822-0444 Phone: (206)251-6222 Grading/Fill (Yards) -Cut: Permit ,Fee: Plan Check Fee: Other: Total Fee_.: 238.50 45.00 283.50 5500 Fill: 13500 Total: Account Account Account Valuation: No: No: No: 19000 000/322.100 0001345.330 000/336.904 141.000.00 4.4.4.4444**44*'4'444*444.4444*44444444'4*4.4kk•4•444.4444.444:4444.444.44444.44•h4.4k;4•.444:r 4. 4444.4 I hereby certify that I have read and examined this permit and know the same to be true. and correct. All provisions of law and ordinance_. governing this, work will be complied with. whether specified herein or not. The granting of this. permit does not presume to give authority to violate or cancel the provisions of any other state or local laws, regulating construction or the performance of work. I am authorized to sign for and obtain this Land Altering permit. This permit shall become null and void if the work is not commenced within 180 days from the date of issuance.or if the wort: i suspended or abandoned for a period of 180 days from the last inspection. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOUR'S IN ADVANCE. FOR AN INSPECTION CALL 433-0179. . Signature: (k0(. 0 _. "`1y Date: IO-ZI -9/ 'k k ' '.4 4* :4 'k 4 'k 4 4 k k k 'h 4 '4 4 4 '4 'k 'k 4 'k '4 k 'k 'k 'k 'k k 'K 'k 4 •k '4 'k 4444 'k 'k 'k k 4 '4 si 'h K o k 'k 'k k 4 k '4 k.4 4 '.4 4 4.4 4 4 '4 k k 'k 41,4 h 4 k 4 APPROVED FOR ISSUANCE: Issued By: JJS Date:A).._.;)..AcP Authorized Permit Center Signature 4'4.44..4 44 k 4444 :444'4 44 k k 4'4.44'4.4.4 h'k44 4.4.4.444 44'4.4 444'4'4. k 9.4'4'444'444 4 4'4'44444'44'4.4.44 4•4.4 914.4* k I hereby certify that the permit holder whose name and address appear: on this record has 'satisfactorily met the 'standards and conditions for this project approved herein. Final Inspection Approved By: Crate: Inspector Signature CITY OF TUKWILA Address: 1141 'SAXON DR Suite: Tenant: PRICE COSTCO OPTICAL LAB Type: PW -LA Parcel #: 362304-9107 Permit No: PW96-0236 Status: ISSUED Applied: 08/07/1996 Issued: 10/21/1996 •k•k•k•k•k•kk•k•kkk•kk•k-k•kkk-k-k•kkkk-k•kk•k:kAc-kk•k•*k•k*-*-kk•k•k*•k-k•k•kk-k•k'kk•kk-k-k-kkk•kk•kk-k-kkkkk,tkk•k•k-k Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off- site or into existing storm,:drainage facilities. 2. The site shall have permanent erosion Control measures in place as soon as .possible after final grading has been completed and; _prior t�.the'., Final Inspection. 3. The developer-shal-1 verify in writing to the,City Utilities Inspector:.that the material to be placed 'is suitable for fill material which 'allows the infiltration of surface water drainage. .This verification shall be provided prior to anyf:ill placement. 4. Haul ing.over 50 cy shall require application for a Hauling Permit. prior to env associated activity. C' City of Tukwila John W. Rants, Mayor Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: OCTOBER 16, 1996 SUBJECT: COSTCO OPTICAL BLDG Preload/Land Altering 1141 Saxon Dr. Project No. PRE96-025 Permit No. D96-0024 Activity No. PW96-0236, 0287, 0288 Contact Person: Daniel Balmelli Phone No. (206)251-6222 Ross A. Eamst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON October 16, 1996: Permit Fee (0236) Land Altering $ 283.50 (0287) Storm Drainage 25.00 (0288) Access 25.00 mICD'OO ('r9 Total: $ 333.50 Two copies of confirmed Utility Permit Application Form with plan are attached for inclusion in the permit file. JSS/jjs Attachments a/s cf: PW Inspector (w/copy of application/plans) Development File (w/copy of application/plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 CITY OF( 'UKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431-3670 Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. Project Name/Tenant: C--°5-IC v -- 0 Pri Ci/L- S LD6-I Description of work to be done: 1-01)611 (5 .r fl DE S i7G FF E j>/c ) LP/ A) 6 Pt)D - - PL C -c S U►2C m tb�: /=-1 /-t- bl\ B U i Lb/ly 6-7 Pfl )3 Value of Construction: 0/ 4 /, t o ,) o Site Addr �� , Cit State2ip: I.17 1.1 `��ll '/� Tax Parcel Number: 3(4 301 — 6/0/7 Properly Owner: f IrpmE 1- DoT Phone: Street Ad ress: City State/Zip: :2945 PALES 1 •r --i- J gr) au fwrn , Efi- ,_,,:33,) Fax #: Contact Person: !1NG)F ' h1"u5 /Mu1_vANN/ Pfr rNEkS7llp Phone: taa_oyyzi Street Address: I1€tLD l\J0R7fIuP W A-/ `w C- City State/Zip: j 1301 wl `iga,, c Fax #: <,),a- z) );3 Contractor: /vol S ELEcrt EP \)ZT Phone: Street Address: City State/Zip: Fax #: Architect: M,;Lv6NN'1 PPRm 7 $ri IP Phone: g 2-- oL)y i Street Address: NOK-rNVFCity iSiD '/ w- -3co State/Zip: .. G1, 341 93065 Fax #: 6,D,, —y/z1 / f+ 1AJI c Engineer: Fat)IZ 4 Miu sEdi rk 6. Phone: b1— L. 2_2_,2-. Street Address: /5 2-)5 1 .('D / v>< i S City State/Zip: ),E -NT kill q& 32- Fax #: X51- 873Z, MISCELLANEOUS: PERMIT. REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT,' Description of work to be done: 1-01)611 (5 .r fl DE S i7G FF E j>/c ) LP/ A) 6 Pt)D - - PL C -c S U►2C m tb�: /=-1 /-t- bl\ B U i Lb/ly 6-7 Pfl )3 Will there be storage of flammable/combustible hazardous material in the building? ❑ yes no Attach list o/ materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ❑ Above Ground Tanks ❑ Antennas/Satellite Dishes ❑ Bulkhead/Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing -Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Pedestrian Protection/Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT REQUEST FOR. MISCELLANEOUS PUBLIC WORKS PERMITS'' ❑ Channelization/Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Curb cut/Access/Sidewal gFire Loop/Hydr n.t (maaiin to vault)#: Size(s): ®.Land Altering: 0 Cuter►_.d cubic yards 0 Fii _cubic yards 0 sq. tt.grading/clearing ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private Size(s): 0 Deduct Size(s): Size(s): Est. quantity: ❑ Moving Oversized Load/Hauling ❑ Miscellaneous gal O Public O Water Only Schedule: MONTHLY SERVICE BILLINGS TO: . Name: Phone: Address: City/State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT/REFUND BILLING: Name: Phone: Address: City/State/Zip: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: Application taken by: (initials) MISCPMT.DOC 7/11/96 4. • i...t - LL BE AT A LEGIBLE SCALE AND NEATLY DRAWN A�t#.•D ' 1, nocroafitsNS AND UTILITY PLANS ARE TO BE COMBINED T APPLICATIONS MUST BE SUB ED WITH THE FOLLOWING. • ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR Above Ground Tanks/Water Tanis - Supported. directlyrug..''r • e : , exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 PERMIT REVIEW Sub,WOh. ,kill t . ` , i9 �' a ❑ Antennas/Satellite-Dishes Submit checklist No: M-1 ❑ Awnings/Canopies - No signage Commercial Tenant Improvement Permit ❑ Bulkhead/Dock Submit checklist.. No: M-10 ❑ Commercial Reroof Submit checklist No: M-6 ❑ Demolition ` Submit checklist, : No:: M-3;. M -3a ❑ Fences - Over 6 feet in Height Submit checklist No: M-9 ❑ Land Altering/Grading/Preloads Submit checklist . No: M-2 ❑ Loading Docks Commercial Tenant Improvement Permit. Submit checklist No: H-17 ❑ Mechanical (Residential & Commercial) Submit checklist No. M-8,' Residential only - H-6, H-16 ❑ Miscellaneous Public Works; Permits Submit checklist .No; H-9 .• ❑ Manufactured Housing (RED INSIGNIA ONLY). Submit checklist No: M-5 ❑ Moving Oversized Load/Hauling Submit checklist No: M-5' ❑ Parking Lots Submit checklist No: M-4. ❑ Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist No:. M-6 0 Retaining Walls - Over 4 feet in height Submit checklist No:. M-1 0 Temporary Facilities Submit checklist No: M-7 0 Temporary Pedestrian Protection/Exit Systems Submit checklist No: M-4. ❑ Tree Cutting Submit checklist No: M-2 ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration". Building Owner/Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND IAM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OER OR AUTHORIZED' AGENT: Signature: �utfi (iyy�_�,CCG r Phone:. Date: g .. 7-96 si _ 4, Z2_2_ Fax #:)..6I_ g7S� Print name: ced i G— 15/) m F . L L_ 1 Address: 2I5 ;�jp �7� 1�1� City/State/Zip: ICEili7 kufi Q3z._. MISCPMT.DOC 7/11/96 RECEIVED CITY OF TUKWILA .G t 3�7Ut3 PERMIT CENTER :;41:1,4:1 'u:.;'S�s:^.•f5:�4�^2t. !".:E_ /SILiE' r. Permit NC'. PW t,-0290 0:.07.19:97 Status: ISSUED ADprovv 1 Lettei" 10:'15.1996 Project.. HOME DEPOT Expires: 09103/1997 Site 9.'0? 199- 'I,ite Address: 6810 S 180 ST Location: SAXON DR @ EP.',3 r CORNER OF HOME DEPO PF:C F'ER TY Parcel #: 362304-9074 Watercourse: Wetlands: Slops ) Sewer: TUKWILA Water: TUKWILA Contractor License No.: ENANT HOME DEPOT 6310 S 130 ST, TUKWILA WA 93188 WNER HOME DEPOT F hone: 404 433•-8211 2455 PACES FERRY RD. NW: ATLANTA 3A 30339 Nr3INEEP BARGHAUSEN CON'SULTIN!3 ' Et!GINEEF;:, r''hone : (2°6)251-6,7'22 18215 72 AV _ KENT. WA 98032 ONTACT JAKE JACOB'S @ BARGHAUSEP'1 rhone 18215 72. AJ S. KENT 10.98032 *.,4•k•k•.4•4*k•kkkkk•kkk.4k.k'h'k.* kkkk•k'ky4*.4:4.44444 4 444 44* 44.4$k•k•.44 A ..44444*44 &.4444.44444.44 Additional Per•mi.G_Di3scr iptian: TEMPORARY ASPHALT ACCESS.CONNECTION. FROM HOME DEF.:' TO SAXON DR. PERMANENT DRIVEWAY @ THE. ',AME LOCA- TION WILL ,BE ,CONSTRUCTED UNDER A SEPARATE PERMIT WITH COSTCO PRICE OPTICAL PROJECT. APPLICANT'S LETTER DATED OCT 15, :1996 IS ATTACHED FOR REFERENCE. Existing 'Square, Feet: Additional Square Feet: New Square Feet: Inspection Fee : Pian Check Fee: TOTAL FEES: Ls .`CSS 10.00 Acct •No: 6001342.400 Acct No: 00C-345.830 King COUrlty,Waluajon. Value of "C!?n:truction: .00 tk 4 •k 'k •k '4 4 4 k k •4 •k k''k' :4 •k'•k :•k 'k * 4 .4 •4 4 4 k k * '4 :4 4 k '.4. 4 ••4 4 k 4 4 :4 •4. 4 4 k, •k k k 4 •k 4 •.4 40 :4 'k ' 4 k 4 •4 4 •4 .4 .4 4 * 4 •k •k •k 4 k I hereby arcept .tf i.s permit and aaree to abide a!1 ap•:'+ij,cab'le ..:-4:tions of the City of Tuk.w.i;l'ct Munich. i1 Code. We aar',ee ,'rh't the.,,Clty'of rul'.wi l.e _hall be held harmless:for all crr''anv claims arising gas a' r'esu.lt of this project. Permits Which have lapsed beyond the ei:pir'iat`ion date shall require a re -app (1cation and reissuance nce of the permit through the .City at an additional fee. i THE APPLICANT MUST' NOTIFY THE CITY INSPECTOR OF COMMENCEMENT PND COMPLETION OF WORK AT LEAST 24 1 -HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CP.LL 433-01.9. :,iana!',rr.e.»--r�.., Date: 22— • k k •k ) •4 'h 4 k 44 k k •k k* 4 •.4 k 4 •k 4* 4 •k •k k k 4 k* 4 •4 k .4 * k 4 '4 4 k •4 •4 * 9 4 4 4 •4 R k 4* A 4 A .4 4 k 4 4 'h •4 4 4 4 4 APPR.o'YE FOR ISrO NCE .LAY : JJ17 iss(ree'd 13y: OLP- Authorized Pe 4 41h h•h 4.4 4•'k•4•k* k*•4 k.k•k•k'4•4.4•k.4 . ems Date:.. Lr7 t Center Signature 4 .4 4 '4 4 .4 4 '4 4 4 4 k k k 4 .k .k k '4 •4 4♦ '4 .4 4 '4 'k 4* k k k 'k k •4 'k 4. 4 k A 4 4 •k 'k •4 4 r k .R k 4 4 I hereby certify that the permit holder whose naive and address a}: pear'_. on this ccord has ati .factorily met the standards and conditions for the project approved herein. Final Inspection Approved: Inspector S onaturc Date CITY OF TUKWILA Address: 6810 S 180 ST Suite: Tenant: HOME DEPOT Type: PW -CCAS Parcel #: 362304-9074 Permit No: PW96-0290 Status: ISSUED Applied: 10/04/1996 Issued: 03/07/1997 *•k**•k**********•k•***•k*•k* k•k******•k**************•k•k•k*****•k•k•k*•k•kk*** k***•k k***** Permit Conditions: 1. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. { t TO: FROM: ld DATE: SUBJECT: City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION PERMIT CENTER PUBLIC WORKS ENGINEERING OCTOBER 15, 1996 HOME DEPOT USA Temporary Access @ Saxon Dr 6810 S 180th Street Project No. PRE96-025 Permit No. D96-.0024 Activity No. PW96-0280oaRO Contact Person: Jake Jacobs Phone No. (206)251-6222 John W. Rants, Mayor Ross A. Eamst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON October 15, 1996: Access Permit Fee $ 25.00 Two copies of confirmed Utility Permit Application Form with plan are attached for inclusion in the permit file. JSS/j j s Attachments a/s cf: PW Inspector (w/copy of application/plans) Development File (w/copy of application/plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 4133.0179 • Fax (206) 4313665 .t • 1N']1�'A:'ytkWtatl'Yl1Mewrawuwad.wMnc4M.•4A.'iM VINYefseY�w.+w•. ..6/96 10:15 FAZ 2062518782 BARGBAUSEN ENG RD 002 CML CNRNFFRIPU). LANO PLANNNO, SURVEYING. CNVIRONMINTAL SERVICSS October 15, 1996 Facsimile: 431-3665 IPS Joanna Spencer City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Home Depot Access Road Connection to Saxon Drive Our Job No. 5109 Dear Joanna: At your request, this letter is to verify that we are proposing to connect the access road on the northeast corner of the Home Depot site to Saxon Drive by constructing a small portion of asphalt surfacing. The curb and gutter will be installed at a later date, during construction of the Saxon Drive improvements. Sincerely, JPJ/jss/sad 5109C.050 cc: Jay S. Grubb, Barghausen Consulting Engineers, Inc. 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX • 03/06/97 THU 15:44 FAX 206 485 6634 HOS BROS. ?.:;7171====e1241MWXC-4474026219171\.....: DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A PiZt ft ; , t*: , ry '"?;"54"5:74V•1.......,„,3...4,';'. • STATE OF WASHINGTON. ••• Fe25-052-000 (342) NN ,,,,,,,,,,,,,,,,,,,,,,, • • \••••••,• • •r NN • • • ,,,,, •,•."--•••••••AIN, • • 1 • • • 002 • •: RECEIVED orry .oF Tuxv.va.A MAR 0 7.199 PERMIT CENTER CITY OF T'IKWILA Permit Center' 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431-3670 F•` STAFF USE ONLY Miscellaneous Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. Project Name/Tenant: Ito y : D :R Description of work to be done: Value of Construction: 01003 . oC) Site Address: IV J L el' 6 . I ? () +t-, -51- City State/Zip: 1.0(--4' 441 I e� kJ -Li. 7--,1‹-et Tax Parcel Number. I I.uvt 7 �6 Z-364" _ 90 71' Property Owner: t NO vvi nG PO t' at r3. X --K. , Phone: (7i`�) 73s"--.sZOO Street Address: /00/ 50utf-&. naLPrilk City State/Zip: (:-.0teftai'\1 A 92-,b3/ Fax #: Contact Person:Phone: :IA '7,' (9000e, O-' 3l Ac .5)4‘0135 0 Water Z S 7 --6 --ZZ Street Address: l,S'L/,5 7Z'—'-(1 r3 . S&. City State/Zip: Ke -4.t k) A 93'O l?'? _ Fax #: .2-3 l—g7S9Z-. Contractor: Phone: Street Address: City State/Zip: Fax #: Architect: Phone: Street Address: City State/Zip: Fax #: Engineer: Phone: Street Address: City State/Zip: Fax #: MISCELLANEOUS. PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT),:. Description of work to be done: Will there be storage of flammable/combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicatinguantities & Material Safety Data Sheets ❑ Above Ground Tanks ❑ Antennas/Satellite Dishes ❑ Bulkhead/Docks Di Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing -Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Pedestrian Protection/Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT REQUEST. FOR MISCELLANEOUS. PUBLIC WORKS PERMITS'' ❑ Channelization/Striping Curb cut/Access/Sidewalk ❑ Fire Loop/Hydrant (main to vault)#: ❑ Flood Control Zone ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq. ft.grading/clearing ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt # Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous ❑ Moving Oversized Load/Hauling Size(s): MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City/State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT/REFUND BILLING: Name: Phone: Address: City/State/Zip: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: (:(1.r� I Fr- 1 , Date application expires: Al -)pi . 1; Application taken by: (initials) MF`,/ MISCPMT.DOC 7/11/96 ALL MISCE LANEOUS PE4%-''IT APPLICATIONS MUST BE SUB ED WITH THE FOLLOWING: > ALL DRAWINGS SHALL3E AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED ➢ ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT • STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR PERMIT REVIEW Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 Submit checklist No: M-9 ❑ Antennas/Satellite Dishes Submit checklist No: M-1 ❑ Awnings/Canopies - No signage Commercial Tenant Improvement Permit ❑ Bulkhead/Dock Submit checklist No: M-10 ❑ Commercial Reroof Submit checklist No: M-6 ❑ Demolition. Submit checklist No: M-3, M -3a ❑ Fences - Over 6 feet in Height Submit checklist No: M-9 ❑ Land Altering/Grading/Preloads Submit checklist No: M-2 ❑ Loading Docks Commercial Tenant Improvement Permit. Submit checklist No: H-17 ❑ Mechanical (Residential & Commercial) Submit checklist No. M-8, Residential only - H-6, H-16 ❑ Miscellaneous Public Works Permits Submit checklist No: H-9 ❑ Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M-5 ❑ Moving Oversized Load/Hauling Submit checklist No: M-5 ❑ Parking Lots Submit checklist No: M-4 ❑ Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist No: M-6 ❑ Retaining Walls - Over 4 feet in height Submit checklist No: M-1 ❑ Temporary Facilities Submit checklist No: M-7 ❑ Temporary Pedestrian Protection/Exit Systems Submit checklist No: M-4 ❑ Tree Cutting Submit checklist No: M-2 ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration". Building Owner/Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER • R AUTHORIZED A Signature: 40e- , �� Date: i d .....__ 1(c, Printpn e ,:,......k.-- , /T�0 r35 Phone:2, j ., b2 2 L Fax #: Z - _ SI- 7,f2..- Address: /a;s" z.- die J1), K9. ; ct/ _ City/State/Zip: MISCPMT.DOC 7/11/96 City of Tukwila 1;01v -oozy (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: Address: Suite No: Location: _Category: Type: Zoning: Const Type: Gas/Elec.: Units: Setbacks: Water: _..Wetlands : ,.Contractor OCCUPANT OWNER CONTACT CONTRACTOR 362304-9107 1141 SAXON DR NRES MISCPERM. 000 Fire North: .0 South: ...0 East: TUKWILA Sewer: TUKWILA `r .. Slopes: License No: HOSBRCI172BJ, PRICOSTCO OPTICAL LAB 1141 SAXON DR, TUKWILA'WA'98188 PRICE COSTCO.. 999LAKE DR, ISSAQUAH WA 98027 ANGIE YUSEF 11r820NORTHUP WY #E #300, BELLEVUE WA HOS BROTHERS CONSTRUCTION.INC P0;:B0X,,1788, WOODINVILLE WA 98072 *************************************** . .Permit Description: . LANDSCAPE IRRIGATION,.FIRE LOOP HYDRANT, WATER METERS, SANITARY:; SIDE .SEWER. _ :****************°****************.*************************************************** .Construction Valuation: $ ., .00. PUBLIC WORKS PERMITS: *(Water Meter Permits..Listed Eng..Appr: JJS Curb Cut/Access/Si.dewalk/CSS: N 'Fir'0. opwHydrant: Y t;: No: Size(in): .00 FloodiContr'ol Zone: N Hauling: N Land Altering: N Lands'dape Irrigation: Y Moving:;0.versized Load: N Start Time:-. End Time: Sanit{a;rky( SideSewer:.., Y No: Sewer Marin. Extension: N Private: Public: Storm.Drainage: N ''Street Use: N . Water Main Extension: N .Private: N 'Public: N !**********************************************************'************************* TOTAL DEVELOPMENT PERMIT FEES: $ 1,524.50 :**********************************************"************************************* Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 , West: Streams: MI96-0038 ISSUED 01/14/1997 07/13/1997 .0 Phone: 206 313-8100 Phone: 206 822-0444 98005 Phone: 206 481-5569 Start' Time:, Cut: Separate) End Time: Fill: Permit Center Authorized Signature 1 1`crom.09, Date: J-14 -91 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied wi • whether specified herein or not. The granting of th s per does not presume to give authority to violate or cancel the provis on o any other state or local laws regulating construction or the performance work. am authorized to sign for and obtain this development perms Signature: Print Name: Date: Pic—) This permit shal • - null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned .for a period of 180 days from the last inspection. CITY OF TUVWILA Address: L1a1 SAXON DR Pe.mit No: MI9:5-003 Suite. Tenant: Status: ISSUED Type: lISCPERM 1/17/1996 Parcel #: 362304-9107 Issued: 01/141197 4A*4.1(.4*AhmkkIck***AA.A.44.40(**4444*Akk*41,,(44*4.1.444441e1.kki,44.44.4kkkA Permit Conditions: 1. Tempo-ary erosion control measures IF.haii L).. implm eented the first order of business to prevent sedimentation off- site or into existing storm drainage facilities. 2. The site shall have:permanent erosion 'control measures ih place as soon az. posSible after final grading has been completed andpriOr to the Final Intnection. 3. It shall be verified in writing to the Cit v Utilites inspector that the fire loop sy.stem T'or thebuilding contalns a_State Department of Health approved detector double check.Valve.'assembly. This shall.be cone prior to the Fina? InSPaction' 4. Work affecting traffic flOws- shall:be c:csely coordinated with the Ci,ty Utilities..inspector, Traffic Control shall be scibmlt,ted to..the Inspector for prior approval. 5. The e.,:empe-meter wor ha 1 in.ud State Department Health approved doubfe-cheoLNalve assembly. 6. The'deduct—meter shall 'read flow ouantiries in cubic feet; 7. ONLY. THE2!! PERMANENT'WATER METER WILLBE MAINTAINED BY THE 1-1.40MESTIC,WATE?SERVICE 1..INE-WILLREMAIN PRIVATE. 8. RECORDEVEASEMENT pocumw- 3RANTED,B'Y-11OME.DEPO AND-BENE— FitTINGTPICE:COSTCO/PROPERPf: IS REQUIRED'FOR TWO FIRE WATER. LINES ON :THE. SOUTH-5IDEOF THEH7000SED'.PPICE COSTC0 BLDG, PRIOR TO: FINAL -Po; SIGN OFF (FIRE SPRINKLER -LINE & FIRE. HYD- RANT LINE) "9. THE EXITING .FIRE VAULT (WITH SINGLE DETECTOR CHECK VALVE & WATER METER INSIDE) ON NORTH SIDE OF SAXON DRIVE SERVING THE EXISTING COSTCO BLDG SHALLBE UPGRADED TO A DOUBLE DETECTOR CHECK VALVE.ASSY. SEPARATE PERMIT 'APPLICATION AND PLANS ARE REQUIRED...WORK SHALL BE COMPLETED WITHIN 90 DAYS FOLLOWING PRICE COSTCO CFO. 10. APPLICANT SHALL REPLACE TRAFFIC LOOPS & REBUILT THE STREET @ THE INTERSECTION OF ON DR & ANDOVER PK E. SEPARATE MISC PERMIT APPLICATION PLANARE REQUIRED OR APPLICANT SHALL PAY THE CST'( FOR CONTRUCTION COST OF TRAFFIC LOOP REPLACEMENT & ROADWAY PAVEMENT PRIOR TO FINAL SIGN OFF. WEST BOUND NEEDS 6 LOOPS, NORTI-V& SOUTH BOUND LOOPS ARE OKEY. WEST BOUND LOOPS GO TO A J -BOX IN THE EAST BOUND LANES OF SAXON DR THEN CROSS THE STREET TO THE WEST SIDE OF APE TO THE CONTROLLER. THE STREET NEEDS TO BE RE- BUILT BECAUSE THE STREET IS FULL OF CHUCK HOLES AND CRACKING 11. Landscape plants to east of Christensen Rd shall be limited to those listed in the City of Tukwila/C.O.E./SWM 205 maintenance aareement(attached). Landscape redesign shall be guided by the plan approved by. the Tukwila Board of Archtectural Review. The irrigation system shall be amended as needed to support the redisigned landscape plan, Ai! 'edeiqn,.shall be subject to Planning Division approval. Plans shall be submitted for approval a minimum ':it 3 wks prior to requesting a Planning inspection of the construction, and be subject to the normal Permit revision Permit No: MI96-0038 Status: ISSUED to Address: 1141• SAXON Location: Water Meter Type: Water Meter Size: Ouant i ty'f Wart; Order..-: o Connection ,allee�ry Install D`epo i't: kdd' l Install CG;e�'nos i t: Plan P.90/bwtFae: r; Ins,p :`toon ee: -� Water T t1,=n Qn=..F,ee: r; Special A:>ses3mer3t 0 t. h er:..r-`3e e i ATER METER SUPPLEMENT DEVELOPMENT PERMIT App1iec Dat:: 12/17/1996 Issued Date: 01/14/1997 w0VA'1`{2t`', tRATEWITOteg WATER METER C 1,P PERM , .5107P LJ`..,00• $.00 `� 0l $.00 5ca ,0 C, 5.00 5.00 5.00 '5.00 o c} 5.00 .00 ;}TAL WATER{ METE'R"FEES: UFSLIC WORKS. EI\ G,INEER • APPRO:*L,: City of Tukwila 1/4 D9 - 1f2- (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: Address: Suite No: Location: Category: NRES Type: MISCPERM Zoning: Const Type: Gas/Elec.: Units: 000 Setbacks: North: Water: TUKWILA Wetlands: 362304-9107 1141 SAXON DR Fire .0 South: .0 East: Sewer: TUKWILA Slopes:. Contractor Licence No:..:,.FERGUHS370NO OCCUPANT OWNER CONTRACTOR PRICECOSTCO OPTICAL LAB 1141 ,SAXON DR,..TUKWILA, WA 98188. PRICVCOSTCO 9.99 .LAKE DR',' ISSAQUAH WA. 98027 ,FERGUSON HUGH'S CO.. :P.0."BOX 80867, SEATTLE, WA 98108 CONTACT RON SMITH FIFTH AVENUE SOUTH, SEATTLE, .BILLING TO:::,FERGUSON CONSTRUCTION. '' ;7433 .FIFTH AV S, .SEATTLE, WA 98108 REFUND TC) FERGUSON CONSTRUCTION' Phone: (206)767-3810 7433 FIFTH__ .AV S, SEATTLE, WA 98108 ***************.*******************************.******************************** Permit No:, Status: Issued: Expires: Occupancy: ' UBC: Protection: .0 West: WA 98108 Streams: MI96-0032 ISSUED 12/12/1996 06/10/1997 .0 Phone: 206 313-8100 Phone: 206 767-3810 Phone: 206 575-7973 Phone: (206)767-3810 Permit Description: 3/4" TEMPORARY.. WATER METER, .EST... QUANTITY 100 GAL/ DAY, SCHEDULE: DEC 9, 1996 7 MAR 1,. 1996...' ***********#***'****************************************************************** Construction, Valuation: $ .00 , PUBLIC WORKSPERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut/Access/Sidewalk/CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N `Hauling:. N Start Time: End Time: ':Land Altering:. N Cut: Fill: Landscape;;. Irrigation: N Moving Over,s:ized Load:. N.Start Time: End Time: Sanitary Side'':Sewer: N . No: Sewer Main Extension: N Private: Public: . Storm Drainage: N Street Use:., ,N: Water Main Extension: 'N .Private: Public: ******************"**************************************************************** TOTAL DEVELOPMENT PERMIT FEES: $ '---7-99.5Tr. 300, c° ********************************************************************************** Permit Center Authorized Signature: c - 11(\c u.)-129---- Date: 12---12-G I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this .development permit. Signature: Date 72--12-cl Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. r Permit No: 'Status: to Address: Location: MI96-0032 ISSUED 1141 SAXON DR Water Meter Type: Water Meter Size= Quantity Work Order.•' ryo: Connection Install D.eposit:'`' kdd' 1 Install „ `D,epos i t : �rL " Plan Resv..i.ewee: Inspe,ct,ion "Fee: ;n Water Tu.r`On'Fee: fp Special As„ses'sment [Other " Fee;; )TAL WATER A';METER FEES i'ER METER SUPPLEMENT DEVELOPMENT PERMIT Applied Date: 12/04/1996 Issued Date: 12/12/1996 WATER METER B WATER METER C .00 ;.. .t '579.:10, • JBLIC WORKS,: ENGINEER APPROVAL'. 4,-4* ;H\ '` : G: 4', $.00 4.00 $.00 $.00 $.00 $.00 $.00 $.00 STORM DRAINAGE Permit No: PW96-028 7 Status: ISSUED Project: PRICE COSTCO Site Address: 1141 SAXON DR Location: 1 141 SAXON DP/PRELOAD Parcel #: 362304-9107 Watercourse: Wetlands: Slopes: Sewer: TIIKWILA Water: TUKWILA Contractor License No.: TENANT PRICE COSTCO OPTICAL LAB 1141 SAXON DR, TUKWILA WA 98183 )WNER PRICE COSTCO Phone: 206 313-3100 999 LAKE DR, I'SSAQUAH WA 98027 :ONTACT DANIEL BALMELLI Phone: 206 251-6222 BRAGHAUSEN ENGINEERS; 18215 42 AV S, KENT WA 98032 Issued: 10/21/1996 Approval Letter: 10/16/1996 Expire:: 04/19/1997 *'4*44:444*•k•4k*•k*k*****4*•k*;k-44449.4*k•k**'k.44***•4**4.4k*k4**'4**9.444'44.4- *9444'444-9***4k Additional Permit Description: STORM DRAINAGE& EROSION CONTROL FOR PRELOAD Existing Square Feet • Additional Square Feet: New Square:Feet: .tnspectio.n Fee: Plan Check Fee: 15.00 10.00 TOTAL FEES: 25.00 Acct No: 412/342.400 Acct No: 000/345.330 King County Valuation: Value of Construction: .00 kk*-4.449.4-k4*•k*****k****-9*kkk4•44**k** 9'*4-49*'k*-k-k44449-k4-k.44944*9*4-k 44*A'4'4•k•4944 94444 I hereby accept this permit and agree to abide all applicable sections of the City of Tukwila Municipal Code. We agree that the City c'f Tukwila shall be held harmless for all Or any claims arising as a result of this project. Permits which have l'apseck beyond the expiration date shall require a re-application and r'eis.suance-of the permit through the City at an additional f e e THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433-0179. Signature: Date: /0-Z/ -96 k*'k*4.4'4-k****•94.4.4.k*4.4.4499:4-kk*94999*'***.**4*4444'k4**k*kk*4.4.44.444-44.9.4:4*44444.44.494999 APPROVED FOR ISSUANCE BY: JJS Issued By: Date:J._ %'_._ Aui'lorized Permit Center Signature *'444.499* -,•444944.449.44-4-4 k***44.4-k*-44k*'4*-4***44444444.9.4-k*•4*•4*i'k*-k,44-kk-k*9*•4-994.49.9.4Ak I hereby certify that the permit• holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved: Inspector Signature Date 111 L CITY OF TUKWILA Address: 1141 SAXON DR Suite: Tenant: PRICE COSTCO OPTICAL LAB Type: PW -SD Parcel #: 362304-9107 Permit No: PW96--0237 Status: ISSUED Applied: 10_`04/1996 Issued: 10/21/1996 •k •k * k * •4 4.4.4 * •4 * k •k k 4 4 4 4 •4.4 :4 -4 :4 * * k k k k * •k •k k * * k 4 4 k :4 •k :4 k •k •k * 4 k •k 4 k 4 * k * * •4 -4 -4 4 4 4 4 4 '4 4 -4 4 * 4 :4 ., 4 4 Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off- site or into existing storm drainage facilities. 2. The site shall have: permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. CURB CUTrACCESS SIDEWAi F ermi t No: PW96-0288 Issued: 10:)1/1996 Status: ISSUED Approval Letter: 1011611996 Project: PRICE COSTCO Expires: 04:'19!1997 Site Address: 1141 SAXON DR Location: 1141 SAXON DR/PRELOAD Parcel #: 362304-9107 Watercourse: Wetlands: Slope:.: Sewer: TUKWILA Water: TUKWILA Contractor License No.: TENANT PRICE COSTCO OPTICAL LAB 1141 SAXON DR, TUKWILA WA 98138 )WNER PRICE COSTCO Phone: 206 313-3100 999 LAKE DR. I'SSAOUAH WA 93027 ONTACT DANIEL BALMELLI Phone: 206 251-6222 BAR+3HAU'SEN ENGINEERS, 18215 42ND AVE S, KENT WA 93032 k *'k'k'k fi k'k k *'k 4'k'k'4'4'4'k k'k'k**'k** 4'k k 4 k'.444'k'k k k'k'k * k* k'4'k'4 4'k k4'k k'4 4 k k* 4 4 k k k'k'4 4 4 k 4 k k k.4 4 4'k k k 4 Additional Permit Description: TEMPORARY CONSTRUCTION ACCESS W!CULVERT WHICH WILL BE REPLACED BY PERMANENT DRIVEWAY @ A LATER DATE UNDER SEPARATE PERMIT. Existing Square Feet: Additional 'Squar'e Feet: New Square Feet: Inspection Fee: Plan Check Fee: TOTAL FEES: 15.00 10.00 25.00 Acct No: 000/342.400 Acct No: 000/345.330 King County. Valuation: Value of Construction: .00 4 •k •4 'k k '4 'k 4 k 'k 'k 4 'k '4 'k 4 'k 'k 'k k * -k 4 'k 'k 4 4 'k 'k k '4 4 'k •4 'k 4 .k 4 'k 'k -k k k * 4 •k * A •4 'k 'k 'k :4 k -4 'k k 'k k 4 'k '4 '.4 * k 4 •k 4 4 -k 'k -4 '4 4 k 'A •k 4 '4 I hereby accept this permit and agree to abide all applicable 'sections. of the City of Tukwila Municipal Code. We agree that the City of Tukwila :.hall be held harmless for all or any claims arising .as a result of this project. Permits which have lapsed beyond the expiration date shall require a re-application and reissuance of the permit through the City at an addiitional fee. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433-0179. Signatl!re / '' l3MZ. �_• Date: /V" ./ -9i. •4 k' k'4'kA'4'4'4 •k .4 k'4 4 4 k'4 4'4'k 4'4 :4 k 4'4.4 4'4'4 44 4444'.4'4'4'4.4'4'4 k 4'4 4 4 4'4 4 k 4'4 4.4'4 4 4 *'k'4 4'4 4'44'4 4 4'4 •4'4'4'4 4 4'4:4 4 APPROVED FOR ISSUANCE BY: JJS Issued By: rj Authorized Permit Center Signature 'k -4 4 4 'k 4 '4 4 4 'k :4 -4 4 4 -4 -4 4 '4 4 'k -4 'k •k 'k 'k •4 -4 k '4 '4 'k '4 'k * 'k 4 •4 •k * •k 4 •4 '4 '4 4 4 'k 'k 'k '4 * 'k w 4 -4 '4 4 4 •4 -k 4 'k -k 4 4 k :4 4 4 4 4 4 •4 'k 4 4 .4 R I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the :standards and conditions for the project approved herein. Date .. Lo Final Inspection Approved: Inspector Signature Date • CITY OF TUKWILA • Address: 1141 SAXON DR Permit No: PW96-0233 • Suite: Tenant: PRICE COSTCO OPTICAL LAB Status: ISSUED Type: PW -CCAS Applied: 10./04/1996 Parcel #: 362304-9107 Issued: 10/21/1996 **:*****4(***.k******.kk***Ak******A*0,************k*k**kA***k*k*k***A**k****** Permit Conditions: 1 TeMporary erosion control measures shall be implemented as the first order of business;to prevent,sedimentation off- . site or into existing storM:drainage.:facillties. 2. The site shall have per erosion control measures in place as soon..aspoSsible after final grading ha: been completed and pr to.J.the,Fifial Inspecttoft. 3. Work affecting•traffic flowhall he closely coordinated with the Oty Utilities Inspector, Traffic Control Plans shall bps.ubmite&;,tt, the Inspector for prior 'approval; L City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Eamst, P. E., Director NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: DECEMBER 11, 1996 SUBJECT: COSTCO OPTICAL BLDG 1141 Saxon Dr. Project No. PRE96-025 Permit No. D96-0024 Contact Person: Angie Yusuf Phone No. (206)822-0444 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON December 11, 1996: Land Altering Curb Cut/Access/Sidewalk Storm Drainage Two copies of confirmed Utility Permit Application Form with plan are attached for inclusion in the permit file. JSS/jjs Attachments a/s cf: PW Inspector (w/copy of application/plans) Development File (w/copy of application/plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 Report Geotechnical Engineering Services Planned OpticaliFacility; Tukwila, Washington: July 18; 1996 RECD CITY OF TEIVEUKWILq $EP2 71996 PERMIT CENT File' No, 0975-03$-10-1.13/0,7,1896 r ; ROBERT FQSSA GeoEngineers MEMORANDUM Redmond TO: FROM: Mary Rutherford DATE: July 31, 1996 FILE: 0975-038-10-1130 SUBJECT: Revised preload/surcharge recommendations for Costco Optical Facility Ms. Mai Lee Lam, Mulvanny Partnership -/1 v RECFIVFf 17 SEP 2 6 1996 W ULVANNY N, RTNhn.hir BELLEVUE We have revised the preload/surcharge recommendations for the project based on the following: 1. Revised floor loading conditions provided by Mulvanny and Engineers Northwest; 2. Additional information on column Toads. We have reduced the long-term column loads contributing to settlement since 65 percent of the column loads are from snow loads. 3. Preload settlement data obtained during the preload period for Home Depot adjacent to the Optical Facility site. We estimate that the preload/surcharge fill height and duration of the preload period will be as follows: Live Load (psf) 150 150 250 250 Preload Height (feet) 3 5 4 6 Estimated Duration of Preload Period (weeks) 7-8 4-5 7-8 4-5 As indicated in our report, the preload period may be somewhat longer or shorter than the durations presented in the table depending on the observed settlements. Please call us if you have any questions. cc: Mr. Brian Smith, Barghausen Engin i/ Engineers July 18, 1996 PriceCostco, Inc. 999 Lake Drive Issaquah, Washington 98027 Attention: Mr. Jack S. Frank Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska We are pleased to submit three copies of our report entitled "Geotechnical Engineering Services, Planned Optical Facility, Tukwila, Washington." Our services were completed in general accordance with the scope of services presented in our proposal dated June 18, 1996. We provided preliminary geotechnical recommendations including preliminary preloading requirements in a telephone conversation on June 28, 1996. We appreciate the opportunity to work with you on this project. Please contact us if you have any questions. MSR:KGB:cms Document ID: 0975038.R cc: Ms. Angela Yusuf (three copies) Mulvanny Partnership 11820 Northup Way Bellevue, WA 98005 File No. 0975-038-10 GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861-6000 Fax (206) 861:-6050 Yours very truly, GeoEngineers, Inc. f1- Kenneth G. Buss, P.E. Assoclate CONTENTS Page No. INTRODUCTION 1 SCOPE 1 SITE CONDITIONS 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 2 General 2 Soil Conditions 2 Ground Water Conditions 3 CONCLUSIONS AND RECOMMENDATIONS 3 GENERAL 3 SITE PREPARATION 4 STRUCTURAL FILL SETTLEMENTS PRELOAD FILL SETTLEMENT MONITORING SHALLOW FOUNDATION SUPPORT (�C .-''' 7 FLOOR SLAB SUPPORT �1��..�•"''8 LATERAL LOADS .��"" 8 RETAINING WALLS t" •'""0 8 PAVEMENT 9 DRAINAGE CONSIDERATIONS 9 SEISMICITY 10 General 10 Liquefaction Potential 10 LIMITATIONS 11 FIGURES Vicinity Map Site Plan Settlement Plate Detail Figure No. 1 2 3 APPENDICES Page No. Appendix A - Field Explorations and Laboratory Testing A-1 Field Explorations A-1 Laboratory Testing A-1 APPENDIX A FIGURES Figure No. Soil Classification System A-1 Key to Boring Log Symbols A-2 Logs of Borings A-3 ... A-6 G e o Eng i n e e r s 1 File No. 0975038-10-1130/071896 REPORT GEOTECHNICAL ENGINEERING SERVICES PLANNED OPTICAL FACILITY TUKWILA, WASHINGTON FOR PRICECOSTCO, INC. INTRODUCTION This report presents the results of our geotechnical engineering services for the planned PriceCostco Warehouse Facility to be constructed in Tukwila, Washington. The site is located approximately 283 feet east of Andover Park East and south of Saxon Drive. An existing Costco Wholesale Warehouse is located north of Saxon Drive. Home Depot which occupies the site to the south, currently owns the property. The location of the site and the general configuration of the proposed project are shown on the Vicinity Map, Figure 1, and the Site Plan, Figure 2. The ground surface elevation over the majority of the site ranges from approximate Elevation 21 feet to Elevation 24.5 feet. We understand that the proposed facility will include a one-story building approximately 160 feet wide by 220 feet long. The design loading for the slab -on -grade floors will be approximately 350 pounds per square foot (psf). Interior column loads are estimated to be 100 kips. The proposed finished floor elevation for the slab -on -grade is Elevation 25 feet. SCOPE The purpose of our geotechnical engineering services is to evaluate subsurface soil and ground water conditions as a basis for developing design criteria for the geotechnical aspects of the proposed development. Our specific scope of services will include the following tasks: 1. Review available information and geotechnical engineering studies in our files. 2. Explore the site by drilling one boring in the area of the building to a depth of 51.5 feet below the ground surface and three borings to a depth of 15 feet below the ground surface in the parking area. 3. Complete a laboratory testing program to evaluate the engineering properties of the underlying soils. The laboratory testing included moisture and density determinations. 4. Develop recommendations for site preparation and earthwork required to establish design site grades, including consideration of excavation requirements and remedial work on any existing fills which are insufficiently compacted, evaluation of the suitability of on-site materials for use in new fills, recommendations for any imported borrow needed, and fill placement and compaction criteria. 5. Develop recommendations for allowable soil bearing pressures and settlement estimates for shallow foundations. Geo Engineers 1 File No. 0975-038-10-1130/071896 6. Evaluate requirements for support of ground level floor slabs either on -grade or structurally, and recommend a preload or surcharge program, if appropriate, based on our evaluation of potential long-term settlements following completion of building construction. 7. Provide seismic design criteria based on the Uniform Building Code, including expected accelerations during earthquakes based on the standard of practice used in the Puget Sound area. This will include evaluating the liquefaction potential of the underlying soils. 8. Provide recommendations for pavement design sections in roadway and parking areas. 9. Provide recommendations for lateral earth pressures including active pressures for retaining and dock -high walls and passive earth pressures on footings. This includes the coefficient of base friction against sliding. 10. Provide recommendations for surface and subsurface drainage. 11. Prepare a written report presenting our conclusions and recommendations together with supporting field and laboratory data. SITE CONDITIONS SURFACE CONDITIONS The site is nearly rectangular with a average north -south dimension of approximately 240 feet and an east -west dimension of about 690 feet. The existing site is generally flat and covered with grass. A row of trees is present along Saxon Drive. In addition a birch tree is located on the northwestern portion of the site. A railroad easement is located along the north side of the site. Saxon Drive and an existing Home Depot store form the west and east boundaries, respectively. Seventieth Avenue South forms the south boundary. The Green River is located south of 70th Avenue. SUBSURFACE CONDITIONS General We evaluated subsurface soil and ground water conditions at the site by drilling four borings. A 51.5 -foot -deep boring was completed within the proposed building footprint. Three 15 -foot -deep borings were completed in the parking area. We also reviewed the report prepared by GeoEngineers for the Home Depot store entitled, "Report, Geotechnical Engineering Services, Proposed Home Depot Store, Tukwila, Washington," dated December 2, 1992. The approximate locations of our explorations are shown on Figure 2. Descriptions of the field explorations, laboratory testing procedures and the exploration logs are presented in the appendix. Soil Conditions Soil conditions encountered in borings B-1 through B-4 are relatively consistent. Subsurface soils generally consist of fill and alluvium. We did not observe a well-developed sod zone at the ground surface. Ge o Eng in e e r s 2 File No. 0975-038-10-1130/071896 Fill consisting of medium dense or denser sand with varying amounts of silt and gravel and medium stiff to hard silt with varying amounts of sand and gravel was encountered to depths ranging from 10 to 15 feet in the explorations. Alluvium was encountered in borings B-1 and B-4 beneath the fill. The alluvium in boring B-1 extended to a depth of 51.5 feet below the ground surface (the depth explored). The alluvium consisted of 4.5 feet of loose to medium dense silty sand underlain by 12.5 feet of very soft to medium stiff silt and organic silt with varying amounts of sand and organic matter. The silt was underlain by 11 feet of interlayered loose silty sand and medium stiff sandy silt with organic matter. The layers were up to approximately 4 feet thick. Beneath the layers of sand and silt the boring encountered medium dense to dense sand. The sand contained occasional lenses of silt up to 1/2 -inch -thick. Ground Water Conditions Ground water was observed in the borings during drilling at depths ranging from 10.4 to 12 feet below the ground surface. Ground water conditions at the site should be expected to fluctuate as a function of season, precipitation and surface water levels in the Green River. Perched ground water may develop near the ground surface during periods of extended precipitation. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for construction of the proposed building and parking areas provided a preload program is completed within the building area to reduce post construction settlements to within tolerable limits. Assuming site filling and preloading as recommended herein, the proposed building may be supported on shallow spread footings founded on structural fill. Based on information provided by you, we understand that finished site grades will be up to 1 to 2 feet above existing site grades. Placement of fill in excess of about 1 foot above the existing site grades and the imposition of building loads will result in settlements due to immediate compression and consolidation of underlying compressible soils. The building fill pad and preload should be constructed far enough in advance of erection of the building walls so that the majority of settlement due to these loads will have occurred before structural connections are made. We estimate that it will be necessary to leave the preload fill at full height a minimum of 10 to 12 weeks. If the building pad area is surcharged, we estimate that it will be necessary to leave preload/surcharge in place at full height at least five to six weeks. If settlement monitoring data indicates that settlement is occurring at a rate greater than or less than that estimated, the duration of preload/surcharge period may be reduced or extended accordingly. G e o Eng in e e r s 3 File No. 0975-038-10-1130/071896 Existing near -surface fill soils present across the site are quite variable. We expect that site access by rubber -tired vehicles will be difficult during wet weather where silty soils are present. Temporary roads may be required on some areas of the site during wet weather where the fines content of the near -surface soils exceeds about 5 to 10 percent. If a portion of site grading activities are completed during wet weather, we recommend that all structural fill consist of an imported free -draining granular material. During dry weather, a portion of the import fill may contain an increased percentage fines (that portion passing the U.S. No. 200 sieve) provided the fill can be placed and compacted to the recommended minimum standard. Our specific geotechnical recommendations are presented in the following sections of this report: • Site Preparation • Structural Fill • Settlements • Preload Fill • Settlement Monitoring • Shallow Foundation Support • Floor Slab Support • Lateral Loads • Retaining Walls • Pavement • Drainage Considerations • Seismicity SITE PREPARATION We recommend that all trees and grasses be removed from building and pavement areas prior to any grading. We recommend that the site be thoroughly proofrolled with heavily loaded rubber -tired construction equipment prior to fill placement. Proofrolling should only be completed during periods of dry weather. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, the soft soils should be removed and replaced with structural fill to the depth determined by the geotechnical engineer. If site preparation is completed during wet weather, the subgrade should be evaluated by probing with a steel hand probe to identify areas of soft soils which may need to be replaced. Some of the existing near -surface site soils are sensitive to disturbance from construction when water is present. Temporary roads may be required for access to construction areas on some portions of the site during extended wet weather. Our experience suggests that a thickness of 12 to 24 inches of sand and gravel with less than 5 percent fines, crushed rock or quarry spalls will be necessary to provide support for construction equipment. We anticipate that it will be beneficial to place geotextile fabric on the subgrade in soft areas to provide a separation layer between the silty subgrade soils and temporary road base materials. Ge o Eng in e e r s 4 File No. 0975-038-10-1130/071896 STRUCTURAL FILL All fill in pavement and building areas should be placed as compacted structural fill. Structural fill should be free of debris, organic contaminants, and cobbles larger than 6 inches. We anticipate that the fill material placed to achieve final site grades will likely consist of imported material used for the building area preload. The suitability of soil for use as structural fill will depend on its gradation and moisture content. As the amount of fines (soil particles passing the U.S. No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult, if not impossible, to achieve. We recommend that structural fill for wet weather conditions consist of sand and gravel with less than 5 percent fines. During periods of extended dry weather, the fines content may be increased somewhat, provided that the moisture content can be controlled to achieve adequate compaction. The existing near -surface fill soils consist primarily of sand with varying amounts of silt and gravel. As the fines content of the fill soils increase they will be difficult to impossible to compact properly when the moisture content is more than a few percent above the optimum moisture content. We recommend that all fill placed within the building areas and within 2 feet of the pavement subgrade be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D-1557. The structural fill with this density criterion for the building areas should extend laterally beyond the perimeter of the building a distance at least equal to the height of the fill. We recommend that all structural fill placed more than 2 feet below the pavement subgrade elevation be compacted to at least 90 percent of the same standard. The floor slabs and pavement should be underlain by capillary break and subbase materials, respectively, as described later in this report. We recommend that structural fill be placed in horizontal layers of appropriate thickness to achieve the required compaction. Each lift should be uniformly compacted as recommended before placing additional lifts of fill. We recommend that the appropriate lift thickness, and the adequacy of subgrade preparation and structural fill compaction be evaluated by a field representative from our firm during construction. A sufficient number of in-place density tests should be performed as the fill is being placed to determine if the required compaction is being achieved. SETTLEMENTS Placement of fill above the existing grades and imposition of building loads will cause consolidation in the underlying soils. We estimate that between 3 to 6 inches of settlement will occur as a result of the planned areal floor loads of 350 psf and footing pressures of 2,000 psf. G e o Eng in e e r s 5 File No. 0975-038-10-1130/071896 The settlements are likely to vary across the site because of variations in the thickness and compressibility of the softer underlying soils. We therefore recommend that a preload fill be placed to induce settlement before the building loads are applied. PRELOAD FILL The amount of settlement estimated to occur under the design floor loads is greater than that which is typically tolerable by this type of building. Therefore, we recommend that a preload program be completed to simulate the majority of the expected floor loads and reduce postconstruction settlements. The purpose of the preload fill is to preinduce a major portion of the settlements which would otherwise occur when building and floor loads are applied. The preload program will also significantly reduce potential differential settlements due to variability in areal loading and thickness of compressible soils. The required thickness of the preload fill will depend on the expected floor loads. We recommend a preload thickness of 6 feet for floor loads of 350 psf and footing pressures of 2,000 psf. The preload thickness is in addition to any fill placed to achieve site grades or form the building pad. We suggest that preload fill consist of sand and gravel, as described above for structural fill, so that it can be used in grading other portions of the site. Use of sand and gravel will also minimize difficulties associated with rehandling and compaction of the fill if it must be removed during inclement weather. The crest of the preload fill should extend to full height for a distance of at least 5 feet beyond the perimeter of the proposed building areas. Preload fill need be compacted only to the extent necessary to support construction equipment. The preload surface should be crowned slightly to promote drainage of surface water. Following the preloading period, the excess fill can be removed from the building areas and used as structural fill in parking or other building areas. We recommend that the upper 12 inches of the building pad fill be recompacted to the minimum standard described above after the preload has been removed and before the floor slab is constructed. SETTLEMENT MONITORING In order to evaluate the magnitude and time rate of settlement of the building pad and preload fill, we recommend that settlement monitoring plates be installed prior to placing any fill in the building areas. We estimate that the preload fill will need to be left at full height a minimum of 10 to 12 weeks. If settlement monitoring data indicates that settlement is occurring at a rate greater or less than that estimated, the duration of preloading will be reduced or extended accordingly. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. We recommend that settlement plates be placed approximately 25 feet in from each corner of the building, and that one additional settlement plate be located at the approximate center of the building footprint. Initial elevation readings of the settlement plates G e o Eng i n e e r s 6 File No. 0975-038-10-1130/071896 must be obtained when they are installed and before any fill is placed. If this is not done, the initial settlement behavior of the fill pad will not be recorded and the value of the observations diminished in that the total magnitudes of settlement will be unknown. This will likely result in a longer preload period than would otherwise be necessary. The elevations of the plates and the adjacent ground surface should be measured two to three times each week during and after completion of filling so that settlement progress in relation to the amount of fill in place can be defined. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office promptly after each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. The preload fill height may be increased to 10 feet, particularly if additional fill is necessary to achieve final grades and/or if the preload time period needs to be reduced as a result of the tight project time schedule. We estimate that the time that the preload fill needs to be left at full height can be reduced to about five to six weeks if the preload fill height is increased to 10 feet. SHALLOW FOUNDATION SUPPORT We recommend that the building be supported on shallow foundations provided that the footings are placed on a pad of compacted structural fill. Foundation construction should not be started until settlements from filling/preloading operations are complete. We recommend that all footings be supported on structural fill extending to a depth of 2 feet below the bottom of footing grade. We recommend that the structural fill extend a minimum of 2 feet beyond the edge of the footing. We recommend that a representative from our firm evaluate the footing excavations before placement of structural fill. Any soils the are excessively soft may require additional overexcavation and replacement with structural fill. Exterior footings should have a minimum embedment of 18 inches below the lowest adjacent grade. Interior footings should extend at least 12 inches below the top of the floor slab. We recommend an 18 -inch and 24 -inch minimum width for continuous and isolated footings, respectively. Footings may be designed using an allowable soil bearing pressure of 2,000 pounds per square foot (psf) for dead plus long-term live loads. This value may be increased by one- third when considering transient loads such as wind or seismic forces. The weight of the footing and any backfill over the footing may be neglected when estimating bearing pressures. We estimate that the settlement of continuous strip and column footings supported as described above will be on the order of 1/2 to 1 inch for the assumed loading conditions provided that the site is preloaded as outlined in the previous sections. Differential settlements should be on the order of 1/2 inch or less in 50 feet along continuous footings or between similarly loaded adjacent columns. The majority of these settlements should occur within four to six weeks after applying load to footings. G e o Eng in e e r s 7 File No. 0975-038-10-1130/071896 FLOOR SLAB SUPPORT The floor slab for the proposed facility should be underlain by a 12 -inch thickness of capillary break material placed over compacted structural fill prepared as recommended above. We recommend that the capillary break consist of crushed rock or clean, well -graded sand and gravel compacted to at least 95 percent of the maximum dry density based on ASTM D-1557. The capillary break material should have a maximum particle size on the order of 3/4 inch and have less than 5 percent fines (material passing the U.S. Standard No. 200 sieve). We recommend that a vapor retarder such as plastic sheeting be used to provide an added protection against upward migration of moisture into the slab. The vapor retarder is especially important if the first floor office areas are to have carpet or vinyl flooring. If a minimum of 12 inches of structural fill consisting of clean sand and gravel with less than 5 percent fines (material passing the U.S. Standard No. 200 sieve) is present as a result of fill placement for the building pad, the aforementioned capillary break layer is not necessary. LATERAL LOADS Lateral loads can be resisted by passive resistance on the sides of the footings and by friction on the base of the footings and slabs. Passive pressures may be computed using an equivalent fluid density of 300 pcf (pounds per cubic foot) if all soil extending out from the face of the foundation element for a distance at least equal to two and one-half times the depth of the element consists of structural fill compacted to at least 95 percent of the maximum dry density (ASTM D-1557). The top of the triangular passive pressure distribution should begin at the bottom of adjacent floor slabs or paving or below a depth of 1 foot where the adjacent area is unpaved, as appropriate. Frictional resistance can be evaluated using 0.35 for the coefficient of base friction against footings and floor slabs. The above values incorporate a factor of safety of about 1.5. RETAINING WALLS We recommend that walls for loading docks or other building walls which will serve as retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf, provided that the walls are free to yield during backfilling. The above lateral soil pressure does not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered where appropriate. In settlement sensitive areas such as beneath on -grade slabs and the upper 2 feet of wall backfill beneath paved areas should be compacted to 95 percent of the maximum dry density determined in accordance with ASTM D-1557. At other locations and below a depth of 2 feet in paved areas, wall backfill should be compacted to between 90 and 92 percent of the maximum dry density. Care must be exercised by the contractor to avoid overcompaction and consequent damage to the walls. G e o E ng in e e r s 8 File No. 0975-038-10-1130/071896 The recommended equivalent fluid density assumes a free -draining condition behind the wall. This may be achieved by placing an 18- to 24 -inch -wide zone of sand an gravel containing less than 5 percent fines against the wall. A perforated drainpipe should be embedded in the free - draining sand and gravel zone along the base of retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. PAVEMENT Pavement subgrade areas should be evaluated and prepared as recommended previously in this report. The pavement recommendations provided below have been prepared for pavement sections bearing on existing fill compacted to 95 percent of the MDD (maximum dry density) in accordance with ASTM D-1557 or a minimum thickness of 12 inches of structural fill compacted to 95 percent. If the subgrade soils are soft, it may be necessary to overexcavate the soft soils to a depth of at least 12 inches and place structural fill consisting of clean sand and gravel. A non -woven geotextile fabric, such as a Amoco 4545, Polyfelt TS500 or equivalent, may be necessary beneath the 12 -inch -thick structural fill subbase where soft subgrade soils are present. To prevent unnecessary disturbance of the existing subgrade soils from construction traffic, we recommend that construction traffic be kept off moisture sensitive soils to the extent practical when the soils are wet. We recommend a minimum pavement section over the compacted subgrade or subbase consisting of at least 2 inches of Class A or B asphalt concrete (AC) over a 4 -inch thickness of densely compacted crushed rock base course in light traffic areas and at least 3 inches of AC over 6 inches of crushed rock base course in driveways and heavy traffic areas. Materials and placement of the AC should be in general accordance with Sections 5-04, 9-02 and 9-03.8 of the 1994 Washington State Department of Transportation Specifications for Road, Bridge and Municipal Construction. The crushed rock should be in general accordance with the specifications for crushed surfacing top course (CSTC) in Section 9-03.9(3) of the WSDOT Specifications. DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped away from building areas to route drainage away from foundations and floor slabs and toward the storm drain system. We recommend that all roof drains be connected to tightlines for diversion into the appropriate storm drain system. We also recommend that perimeter foundation drains be installed around the planned building and at the base of loading dock walls because of the possibility of perched ground water conditions to develop in the fill. Drainage of water from the pavement base course and subbase can decrease the likelihood of pavement distress. Grading the subgrade surface to drain toward catch basins and drainage outlets will discourage the trapping and accumulation of water in the base course on top of the subgrade. Small holes can be provided in the portion of the catch basins that is adjacent to the Geo Engineers . 9 File No. 0975-038-10-1130/071896 subbase or base layer, provided that the expected water level within the catch basin will always be below the elevation of the holes. The holes should be covered with a suitable geotextile fabric placed against the outside of the catch basin to prevent piping of the subbase material into the catch basin. SEISMICITY General The Puget Sound region is seismically active and lies within Seismic Risk Zone 3 with a Seismic Zone Factor (Z) of 0.30 as classified by the Uniform Building Code (ICBG 1994). We recommend the project site be classified as Soil Profile Type S3, as defined in the Uniform Building Code. This profile type consists of "a soil profile 70 feet or more in depth and containing more than 20 feet of soft to medium stiff clay but not more than 40 feet of soft clay." Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than magnitude 3. Because of the thick overburden of glacial sediments, no active surface faults have been discovered. Also the distribution of the recorded seismic epicenters is scattered and does not define a mappable fault zone. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma. It had a Richter magnitude of 6.5. Liquefaction Potential Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in development of excess pore pressures in saturated soils and subsequent loss of strength in the deposit of soil so affected. In general, soils which are susceptible to liquefaction include loose to medium dense clean to silty sands which are below the water table. The evaluation of liquefaction potential is complex and is dependent on numerous site parameters, including soil grain size, soil density, site geometry, static stresses, and the design ground acceleration. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We have evaluated the earthquake -induced cyclic shear stress ratio at this site using an empirical relationship developed by researchers for this purpose. A design earthquake with a magnitude G e o En g i n e e r s 10 File No. 0975-038-10-1130/071896 of 7.5 on the Richter scale and a peak horizontal ground acceleration of 0.3g (acceleration due to gravity) was used for our analysis. This earthquake magnitude is estimated to have a return period of about 500 years (approximately equal to a 10 percent probability of exceedance in 50 years). The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on blow counts from an SPT (standard penetration test) obtained from the borings. This method relates the cyclic shear stress ratio required to cause liquefaction to the SPT value and the fines content of the soil. The results of our analyses indicate that portions of the loose to medium dense sandy soils underlying the site have a high to moderate potential for liquefaction, respectively, during the design seismic event assumed. We have estimated settlement due to liquefaction of loose to medium dense sandy soils for the design seismic event described above using an empirical method developed for this purpose. Our estimates indicate that total liquefaction -induced settlements may be on the order of 1 to 3 inches at this site. We anticipate that differential settlement across the site will be about one-half of the total amount of settlement. The preloading the building pad area will mitigate some of the possible liquefaction -induced settlements. We anticipate that total liquefaction settlements following preloading will be about 1 to 2 inches and differential settlements will be on the order of 1/2 to 1 inches. While this level of ground settlement is above the normal design criteria for buildings in this area and may cause some damage to the floor slab and/or footings and supported structure, it is not expected to cause collapse of the structure. Several measures are available to further reduce differential settlement below footings and floor slabs caused by liquefaction at depth. One alternative is to support the footings and floor slab on several feet of clean crushed rock placed over a strong geotextile. The crushed rock pad and geotextile provides a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate thus reducing the potential for loss of strength of near -surface soils. Placement of a crushed rock pad as recommended should reduce the effects of liquefaction settlement on the building. However, differential ground settlement will likely still occur during a design level earthquake and some damage to the floor slabs and/or structure could occur. If PriceCostco prefers to design and construct a structure that will not sustain damage due to liquefaction -induced settlement, we recommend that the floor slabs be structurally supported and the building be supported on piles. We suggest that life cycle costs of different foundation support alternatives be evaluated when selecting appropriate foundation systems for the proposed building. LIMITATIONS We have prepared this report for use by PriceCostco, Inc. and other members of the design team in design of a portion of this project. The data and report should be provided to prospective G e o E ng in e e r s 11 File No. 0975-038-10-1130/071896 contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. If there are changes in the grades, locations, configuration or type of construction for the buildings, the conclusions and recommendations presented may not be applicable. If design changes are made, we request that we be given the opportunity to review our conclusions and recommendations and to provide a written modification or verification. When the design has been finalized, we should be retained to review the appropriate portions of the drawings and specifications to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are probable variations in subsurface conditions between the explorations. Such variations may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes if the conditions revealed during construction differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. 4 O ► We appreciate this opportunity to be of continued service to PriceCostco, Inc. Please call if you have any questions regarding this report. MSR:KGB:cms Document ID: 0975038.R GeoEngineers Respectfully submitted, GeoEngineers, Inc. /?* Mary S. Rutherford, P.E. /9 Associate 61? -2-- Kenneth G. Buss, P.E. 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VICINITY MAP FIGURE 1 MSR/GRF 0975-038-10 07/19/96 1. iuewase3 peOJliea Proposed Optical Facility B-1 + Explanation: B-14- Boring Reference: Drawing DD -3, entitled 'Site Plan, Costco Optical Facility," provided by Mulvanny Partnership dated 06/14/96 SAXON DRIVE B-24 SAXON DRIVE B -2-4- B-4 ± Proposed Parking B -34 - Property Line 50 100 SCALE IN FEET Geo �e,Engineers SITE PLAN FIGURE 2 Measurement Rod, 1/2 -inch - diameter Pipe or Rebar Existing Ground Surface Casing, 2 -inch -diameter Pipe (set on plate, not fastened) 77 Coupling Welded to Plate "//'.\ \\ Sand Pad, if Necessary ,„- ,////// \\N„`\ \\\\,\V///, (Not to Scale) VR\r•,li, vhy ,1<. I/.�q/\,\,J/1 �.\\.\\, Settlement Plate, 16" x 16" x 1/4" NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. Geo, Engineers SETTLEMENT PLATE DETAIL FIGURE 3 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS The subsurface conditions at the planned PriceCostco warehouse facility were explored by drilling four test borings to depths of 15 feet and 51.5 feet. Three 15 -foot -deep borings were drilled in the proposed parking area. The 51.5 -foot -deep boring was drilled within the proposed building footprint. The test borings were drilled on June 21, 1996 using truck -mounted, hollow - stem auger drilling equipment (B-59 Mobile Drill rig) by Holt Testing, Inc. of Puyallup, Washington. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Our exploration locations were measured by taping from existing site features. Relatively undisturbed samples were obtained from the borings using a 1.5 -inch inside - diameter split -barrel sampler driven into the soil with a 140 -pound hammer free -falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded on the boring logs. Additionally, two Shelby tube samples were obtained in the test borings in general accordance with ASTM D1587. The Shelby tube samples were obtained by smoothly advancing a 3 -inch -diameter seamless steel tube into the soil. The borings and test pit explorations were continuously monitored by a geotechnical engineer from our firm who examined and classified the soils encountered, obtained representative soil samples, and observed ground water conditions. Soils were classified in general accordance with the classification system described in Figure A-1. A key to the boring log symbols is presented in Figure A-2. The logs of the borings are presented in Figures A-3 through A-6. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the borings, the depth of the change was interpreted. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine their moisture content and dry density. The results of the moisture content and dry density tests performed on samples obtained from the test borings are presented on the boring logs. G e o En g i n e e r s A - 1 File No. 0975-038-10-1130/071896 GEI 85-85 Rev. 05/93 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS • More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488-90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. ,p� Geo Engineers SOIL CLASSIFICATION SYSTEM FIGURE A-1 GEI 86-88 Rev. 2/94 LABORATORY TESTS: AL CP CS DS GS %F HA SK SM MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain -size Percent fines Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT/SAMPLE DATA: Blows required to drive a 2.4 -inch I.D. split -barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. (SPT) split -barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. NOTES: SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 22 ■ Location of relatively undisturbed sample - 12 ® Location of disturbed sample 17 0 Location of sampling attempt with no recovery 10 A Location of sample obtained in general accordance with Standard Penetration Test (ASTM D 1586) procedures 26 m Location of SPT sampling attempt with no recovery Location of grab sample 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration Togs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A-1. Geo O Engineers KEY TO BORING LOG SYMBOLS FIGURE A-2 0975-038-10 DEPTH IN FEET 0 5 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-1 DESCRIPTION Surface Elevation (ft.): 24.5 10- 15 20 25 30 — 35- 0 —5 —10 —15 — 20 — 25 — 30 — 35 40— — —40 Note: See Figure A-2 for explanation of symbols Geo, Engineers LOG OF BORING FIGURE A-3 SM Brown silty fine to medium sand with occasional fine gravel and organic mattcr (medium dense, moist) Brown fine to medium sand with a trace of silt and occasional fine gravel (dense, moist) (fill) SP 48 0 SM Gray silty fine sand (dense, moist) (fill) 64 0 Brown fine to medium sand with silt (very dense, moist) (fill) • SP -SM ML Gray fine sandy silt with occasional organic mattcr and coarse 42 Q sand (hard, moist) (fill) ' SM Gray silty fine to medium sand (medium dense, wet) 29 0 7 0 Grades to loose ML Gray silt with occasional fine sand and organic matter (very soft, wct) 2 D MD 63 60 ,MA.A. OH Gray fine sandy organic silt (very soft, moist) 8 iii, A A A I ML/PT Interbedded gray fine sandy silt and brown peat (medium stiff, moist) 3 a ML Gray silt with fine sand and organic matter (soft, wet) ' SM Gray silty fine sand with occasional organic matter (loose, wet) 8 [1 ML Gray fine sandy silt with organic matter (medium stiff, wet) 6 [1 � U• ML/SM Interbedded gray silt with organic matter and gray fine silty sand (medium stiff, loose, wet) 5 0. 26 (l SP Black fine sand (medium dense, wet) J 10- 15 20 25 30 — 35- 0 —5 —10 —15 — 20 — 25 — 30 — 35 40— — —40 Note: See Figure A-2 for explanation of symbols Geo, Engineers LOG OF BORING FIGURE A-3 :ejn 7/17/98 0975-038-10 40 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-1 (Continued) DESCRIPTION 45- 5- 50- 50- 55— 55— to w u - z_ - 1 a. p 60- 33 0 52 0 59 0 59 0 46 1 Grades to dense SP Black fine to medium sand with occasional silt lenses approximately 1/2 inch thick (dense, wet) Boring completed at 51.5 feet on 06/21/96 Ground water encountered at approximately 10.4 feet during drilling 40 — 45 —50 —55 — 60 65— — 65 70— —70 75— —75 80 -- — 80 Note: See Figure A-2 for explanation of symbols GeoEngfineers LOG OF BORING FIGURE A-3 ...'SdZkieud,tSir41.6UR+,xv<ow+.....e........:.— :ejn 7/17/98 0975-038-10 DEPTH IN FEET 0— TEST DATA BORING B-2 Moisture Dry Content Density Blow Group Lab Tests (%) (pet) Count Samples Symbol DESCRIPTION Surface Elevation (ft.): 24.5 MD 9 110 5- 10— MD 42 79 15- 14 10 0 2 ■ SP -SM Brown fine to medium sand with silt and occasional gravel (medium dense, moist) (fill) SP Brown fine to medium sand with occasional fine gravel and a trace of silt (medium dense, moist) (fill) ML Gray fine sandy silt with organic matter (stiff, moist) (fill) Grades to soft, wet Boring completed at 15.0 feet on 06/21/96 Ground water encountered at approximately 10.8 feet during drilling —0 —5 —10 —15 20 — — 20 25 — — 25 30— —30 35— —35 40— —40 Note: Sec Figure A-2 for explanation of symbols Geo Engineers LOG OF BORING FIGURE A-4 :ejn 7/17/98 0975-038-10 TEST DATA 0 —Lab Tests 5— 10- 15— w UJ u - z - t— - a p 20 — Moisture Dry Content Density Blow Group (%) (pcf) Count Samples Symbol BORING B-3 DESCRIPTION Surface Elevation (ft.): 22.0 MD 17 100 17 ■ 5 1 ■ SP -SM Brown fine to medium sand with silt and organic matter (roots) (medium dense, moist) (fill) ML Gray sandy silt with occasional fine gravel (stiff, moist) (fill) SP Brown fine sand with a trace of silt (loose, moist) SM Dark gray silty sand (loose, moist) (fill) SM/ML Brown silty fine sand and gray fine sandy silt (very loose, very soft, wet) (fill?) Boring completed at 15.0 feet on 06/21/96 Ground watcr encountered at approximately 12.0 feet during drilling �-0 —5 —10 —15 — 20 25 — — 25 30— — 30 35— —35 40 — — 40 Note: See Figure A-2 for explanation of symbols Geo Engineers LOG OF BORING FIGURE A-5 c 0975-038-10 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-4 DESCRIPTION Surface Elevation (ft.): 24.0 5- 10— MD 28 90 22 19 1 3 SP -SM Brown fine sand with silt and fine gravel (loose, dry) (fill) SP -SM Grayish brown fine to medium sand with occasional fine gravel and silt (medium dense, moist) (fill) ML Gray fine sandy silt with occasional gravel (very stiff, moist) (fill?) SP Black fine to medium sand (very loose, wet) ML Gray silt with organic matter (soft, wet) Boring completed at 15.0 feet on 06/21/96 Ground water encountered at approximately 11.5 fcet during drilling 0 —5 —10 —15 — 20 25— —25 30— —30 35 — — 35 40— — 40 Note: See Figure A-2 for explanation of symbols Geo Engineers LOG OF BORING FIGURE A-6 CITY OF I UKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 REVISION SUBMITTAL DATE: 11/H, / q (4 PLAN CHECK/PERMIT NUMBER: 1)41k, ' OU 1- 4.— PROJECT NAME: _ . I L :l i i tom.111�__r.► PROJECT ADDRESS: I 1 4 I 1 GM D D., 1; LA 110 CONTACT PERSON: AN .iY s VL F PHONE: (SCJ ) 11-L REVISION SUMMARY: 'DATED )1 6 IT] kl ),KW*4 1 (14-15P1',6 Of Ag) A) G 1) VeA,Dtc wti lY) C1 V l t. nut C -t)) SHEET NUMBER(S) �DLit Off) ge-V LS OMS IAT) 1 / 1 " (16:7 "Cloud" or highlght all areas of revisions and date revisions. SUBMITTED TO: RECEIVED CITY OF TUKWILA PERMIT CENTER eniekteof 6`e//Z CITY USE ONLY 3/19/96 NORTHWEST WHO � RECEIVED NOV 0 4 *I99% OCT 2 9 1996 MULVANNY PARTNERSHIP BELLEVUE REGIONAL OPTICAL FACILITY 1160 SAXON DRIVE SOUTH CENTER-TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS 1 EXPIRES 8/28/98 SEPTEMBER 25, 1996 ENW JOB NO. 96083 DESIGN CRITERIA CODE: 1994 UBC WIND: 80 MPH, EXPOSURE C SEISMIC: ZONE 3 OW j4 U E f\PPR DEC 1 1 1996 11V 11°1'1) BUILDING DIVISIOV t& -rat '8,19 • "A,..... ENGINEERS NORTHWEST, INC. P.S. - STRUCTURALENGINEERS CONTENTS RECEIVING DOCK CANOPY FRAMING 1 THRU 20 MAIN ENTRANCE CANOPY/PATIO FRAMING 21 THRU 37 TRELLIS FRAMING 38 TL -IRU 54 • ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 JOB No We 3 JOB NAME O t3L-Pci SUBJECT 8 tai 1 \L 114 Cq poo N- 6kkl o DATE 10/t,(.00 SHEET OF BY A 1 e te2ri- J;ta-L-i 1V 1 tz6A 5: � r (c*PR-n) ti -i-11.0(' =ypioV r RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN Version 2.1 Job : 96083 Page: 1 Date: 10/25/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No 1 2 3 X Coordinate ft < Joint Coordinates > 0.000 0.000 0.000 Joint + No X K/in 1 Reaction 2 Reaction Y Coordinate ft 0.000 0.000 0.000 < Boundary Z Coordinate ft 0.000 9.500 13.000 Conditions > Joint Temperature xF 0.00 0.00 0.00 Translation + + Rotation + Y Z Mx My Mz K/in K/in K-ft/rad-•--K-ft/rad---K-ft/rad--- Reaction Reaction Reaction Reaction Material Label 1 Young's Modulus Ksi 29000.00 < Materials > Shear Poisson's Thermal Modulus Ratio Coef. Ksi xF 11154.00 0.3000 0.65000 Section Label Database Shape 1 TU4X2X4 < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As Label Area yy zz in -2 1 2.59 1.2 1.2 Member No I Joints J x Axis K Rotate < Members > I YY in -4 1.54 I Torsion zz J in -4 in"4--- 4.69 4.01 Section End Releases Offsets 1 1 2 2 2 3 1 1 Set I: MMM J: MMM I -End xyzxyz-xyzxyz---in BenPIN BenPIN J -End in Inactive? Label Length ft --- 9.50 3.50 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 •'Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN < AISC Parameters > Job : 96083 Page: 2 Date: 10/25/96 Joints Lb Lb K K Cm Cm Sway Member I J yy zz Lcomp yy zz yy zz Cb y z ft ft ft 1 1 2 2 2 3 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 6.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 DRIFT SNOW AND DL 5 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 DRIFT1 -1.0000 1 1 2 DRIFT2 -1.0000 2 2 3 UNIFORM -0.3960 1 1 2 UNIFORM -0.0600 2 2 3 UNIFORM -0.0600 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 DRIFT1 Y 0.553 0.396 0.000 6.000 DRIFT2 Y 0.396 0.396 6.000 9.500 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv � RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 " Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN Job : 96083 Page: 3 Date: 10/25/96 Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 1 : 1 Joint + Translation No. X Y in in 1 2 3 0.000 0.000 0.000 -0.000 -0.000 0.284 Z in + + 0.000 0.000 0.000 X Rotate rad 0.00000 -0.00944 0.00000 < Story Drift, LC 1 : 1 > Story +--- X Direction ---+ +--- Y Direction ---+ No. Joint Drift % of Ht Joint Drift % of Ht in in No Stories Defined... Joint + No. 1 2 Totals: Center of X K 0.00 0.00 0.00 Gravity Forces Y K < Reactions, LC 1 : 1 > + + Z K 2.28 0.00 4.23 0.00 6.51 0.00 Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 Mx K -f t Rotation Y Rotate rad 0.00000 0.00000 0.00000 Z Rotate rad 0.00000 0.00000 0.00000 +--- Z Direction ---+ Joint Drift % of Ht in 0.00 0.00 0.000, Section Forces, LC 1 : Shear Shear y -y z -z K K 0.00 0.00 0.00 0.00 0.00 2.28 0.88 -0.38 -1.50 -2.61 0.00 0.00 0.00 0.00 0.00 Moments My K -ft 1 > Torque K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000, Mz K -ft 0.00 0.00 6.934 Moment y -y K -ft 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft --- 0.00 -3.72 -4.28 -2.03 2.85 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.63 1.22 0.81 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.85 1.60 0.71 0.18 -0.00 .- -.. ..__......_�.._ RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 4'Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN < Member Stresses, LC 1 Member Shear Shear + Sec Axial y -y z -z y -top Ksi Ksi Ksi Ksi 1 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.37 0.53 -0.23 -0.90 -1.56 0.00 0.00 0.00 0.00 0.00 0.00 19.04 21.92 10.40 -14.57 : 1 > Job : 96083 Page: 4 Date: 10/25/96 Bending y -bot z -top z -bot Ksi Ksi Ksi--- 0.00 0.00 0.00 -19.04 0.00 0.00 -21.92 0.00 0.00 -10.40 0.00 0.00 14.57 0.00 0.00 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.98 0.73 0.49 0.24 0.00 0.00 0.00 0.00 0.00 0.00 -14.57 -8.19 -3.64 -0.91 0.00 14.57 8.19 3.64 0.91 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Member + Sec x in 1 1 2 3 4 5 < Member Deflections, LC 1 : 1 > Translation + 0.000 0.000 0.000 0.000 0.000 y in 0.000 -0.363 -0.479 -0.305 0.000 z in 0.000 0.000 0.000 0.000 0.000 x Rotate rad 0.00000 0.00000 0.00000 0.00000 0.00000 Defls as L/n Ratios L/n (y) L/n (z) rad rad ---- NC NC 313.7 NC 238.0 NC 374.4 NC NC NC 2 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 0.000 0.087 0.158 0.222 0.284 0.000 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 0.00000 0.00000 NC 482.2 265.2 188.9 147.7 NC NC NC NC NC Member Joints < Member Section Torsion, LC 1 : 1 > Torsion Warp Shear I - J Sec Torque Shear y -y z -z K -ft Ksi Ksi Ksi 1 1- 2 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 Warp Bending z -top z -bot Ksi Ksi--- 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - No Warping - RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 x" Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN Job : 96083 Page: 5 Date: 10/25/96 < Member AISC Unity Checks, LC 1 : 1 > Member Joints. Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.794 3 0.085 5y 6.83 27.60 27.60 1.00 0.60 1.00 H1-1 2 2 3 0.480 1 0.053 ly 22.08 30.36 30.36 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : 1 > No. Label == Values are for Top (T) and Bottom (B) Surfaces == (R,S) Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU4X3X3 TU5X2X3 TU3.5X3.5X3 TU3.5X2.5X4 < Material Takeoff, LC 1 : 1 > Section. Database Total Total Set Shape Length Weight ft K 1 TU4X2X4 13.00 0.11 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 2 Job : 96083 Page: 6 Date: 10/25/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No 1 2 3 X Coordinate ft < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 Joint + No X K/in 1 Reaction 2 Reaction 0.000 0.000 0.000 Z Coordinate ft 0.000 9.500 13.000 < Boundary Conditions > Joint Temperature xF 0.00 0.00 0.00 Translation + + Rotation + Y Z Mx My Mz K/in K/in K-ft/rad---K-ft/rad---K-ft/rad--- Reaction Reaction Reaction Reaction Material Label 1 Young's Modulus -Ksi 29000.00 < Materials > Shear Poisson's Thermal Modulus Ratio Coef. --Ksi xF 11154.00 0.3000 0.65000 Section Label Database Shape 1 TU4X2X4 < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As Label Area yy zz in"2 1 2.59 1.2 1.2 Member No I Joints J x Axis K Rotate 1 1 2 2 2 3 < Members > I YY in^4 1.54 I Torsion zz J in"4 in"4--- 4.69 4.01 Section End Releases Set I: MMM J: MMM xyzxyz-xyzxyz---in Offsets I -End J -End Label in Inactive? Length ft --- 1 BenPIN 1 BenPIN 9.50 3.50 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 2 < AISC Parameters > Job : 96083 Page: 7 Date: 10/25/96 Joints Lb Lb K K Cm Cm Sway Member I J yy zz Lcomp yy zz yy zz Cb y z ft ft ft 1 1 2 2 2 3 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 6.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 DRIFT SNOW AND DL 5 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 DRIFT1 -1.0000 2 2 3 DRIFT2 -1.0000 2 2 3 DRIFT3 -1.0000 1 1 2 UNIFORM -0.0600 2 2 3 UNIFORM -0.0600 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 DRIFT1 Y 0.553 0.307 0.000 9.500 DRIFT2 Y 0.307 0.241 0.000 2.500 DRIFT3 Y 0.241 0.241 2.500 3.500 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv RISA -3D (R) Version Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 &Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 2 2.1 Job : 96083 Page: 8 Date: 10/25/96 Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 ft/sec-2 Convergence Tolerance 0.001 Converge Work Vectors No Joint + No. X in < Joint Displacements, LC 1 : 1 > Translation + + 1 0.000 2 0.000 3 0.000 Y in -0.000 -0.000 0.427 Story +--- X No. Joint Z in 0.000 0.000 0.000 Rotation X Rotate Y Rotate rad rad 0.00000 -0.01198 0.00000 < Story Drift, LC 1 : 1 > 0.00000 0.00000 0.00000 Z Rotate rad 0.00000 0.00000 0.00000 Direction ---+ +--- Y Direction ---+ +--- Z Direction ---+ Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... Joint + No. X K 1 2 Totals: Center of Forces 0.00 0.00 0.00 < Reactions, LC 1 : 1 > + + 2.36 0.00 3.55 0.00 5.91 0.00 Gravity Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 Mx K -ft Moments My K -ft 0.00 0.00 0.00 0.00 0.000, 0.000, Section Forces, LC 1 : 1 > 0.00 0.00 0.00 0.00 0.00 Mz K -ft 0.00 0.00 6.559 Shear Shear Moment y -y z -z Torque y -y K K K -ft K -ft 2.36 0.95 -0.30 -1.42 -2.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -f 1--- 0.00 -3.90 -4.64 -2.57 1.97 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.17 0.85 0.55 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.97 1.09 0.48 0.12 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 2 Member Sec Axial Ksi 1 1 2 3 4 5 < Member Stresses, LC 1 1 > Shear Shear + 0.00 0.00 0.00 0.00 0.00 y -y Ksi 1.41 0.57 -0.18 -0.85 -1.43 Job : 96083 Page: 9 Date: 10/25/96 Bending z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi--- 0.00 0.00 0.00 0.00 0.00 0.00 19.97 -19.97 0.00 0.00 0.00 23.76 -23.76 0.00 0.00 0.00 13.16 -13.16 0.00 0.00 0.00 -10.06 10.06 0.00 0.00 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.70 0.51 0.33 0.16 0.00 0.00 0.00 0.00 0.00 0.00 -10.06 -5.56 -2.44 - 0.61 - 0.00 10.06 5.56 2.44 0.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : 1 > Member + Translation + Sec x y z x Rotate in in in rad 1 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 0.000 -0.396 -0.531 -0.350 0.000 0.000 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 0.00000 0.00000 Defls as L/n Ratios L/n (y) L/n (z) rad rad ---- NC 287.9 214.6 325.3 NC NC NC NC NC NC 2 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 0.000 0.118 0.224 0.326 0.427 0.000 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 0.00000 0.00000 NC 357.2 187.2 128.7 98.4 NC NC NC NC NC Member Joints < Member Section Torsion, LC 1 : 1 > Torsion Warp Shear I - J Sec Torque Shear y -y z -z K -ft Ksi Ksi Ksi - No Warping 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Warp Bending z -top z -bot Ksi Ksi--- 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - No Warping - RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 `Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 2 Job : 96083 Page: 10 Date: 10/25/96 < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.861 3 0.078 5y 6.83 27.60 27.60 1.00 0.60 1.00 H1-1 2 2 3 0.331 1 0.038 1y 22.08 30.36 30.36 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S). Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft No. Label (R,S) < Plate/Shell Principal Stresses, LC 1 : 1 > == Values are for Top (T) and Bottom (B) Surfaces == Sigmal. Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU4X3X3 TU5X2X3 TU3.5X3.5X3 TU3.5X2.5X4 < Material Takeoff, LC 1 : 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU4X2X4 13.00 0.11 RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 3 Version 2.1 Job : 96083 Page: 11 Date: 10/25/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No 1 2 3 X Coordinate ft < Joint Coordinates > 0.000 0.000 0.000 Y Coordinate ft 0.000 0.000 0.000 Z Coordinate ft 0.000 9.500 13.000 Joint Temperature xF 0.00 0.00 0.00 < Boundary Conditions > Joint + No X K/in 1 Reaction 2 Reaction Translation + + Y K/in Reaction Reaction Rotation + Z Mx My Mz K/in K-ft/rad---K-ft/rad---K-ft/rad--- Reaction Reaction Material Label 1 Young's Modulus Ksi 29000.00 < Materials > Shear Poisson's Modulus Ratio Ksi Thermal Coef. xF 11154.00 0.3000 0.65000 Section Database Label Shape 1 TU4X2X4 < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As Label Area yy zz in'"2 1 2.59 1.2 1.2 Member No I Joints x Axis J K Rotate 1 1 2 2 2 3 < Members > I YY in_4 1.54 I Torsion zz J in"4 in"4--- 4.69 4.01 Section End Releases Set I: MMM J: MMM xyzxyz-xyzxyz---in Offsets I -End J -End in 1 BenPIN 1 BenPIN Inactive? Label Length ft -- 9.50 3.50 , RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 3 < AISC Parameters > Job : 96083 Page: 12 Date: 10/25/96 Joints Lb Lb K K Cm Cm Sway Member I J yy zz Lcomp yy zz yy zz Cb y z ft ft ft 1 1 2 2 2 3 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 6.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 DRIFT SNOW AND DL 4 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 DRIFT1 -1.0000 2 2 3 DRIFT2 -1.0000 1 1 2 UNIFORM -0.0600 2 2 3 UNIFORM -0.0600 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 DRIFT1 Y 0.553 0.307 0.000 9.500 DRIFT2 Y 0.307 0.216 0.000 3.500 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 • Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 3 Version 2.1 Job : 96083 Page: 13 Date: 10/25/96 Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 Convergence Tolerance 0.001 Converge Work Vectors No ft/sec-2 < Joint Displacements, Joint + Translation + + No. X Y in in 1 0.000 -0.000 2 0.000 -0.000 3 0.000 0.434 Story. No. Z in LC 1 1 > 0.000 0.000 0.000 X Rotate rad 0.00000 -0.01211 0.00000 < Story Drift, LC 1 : 1 > Rotation Y Rotate Z Rotate rad rad 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 +--- X Direction ---+ +--- Y Direction ---+ +--- Z Direction ---+ Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... Joint + No. X K 1 2 Totals: Center of 0.00 0.00 0.00 Forces Y K < Reactions, LC 1 : 1 > + + 2.36 3.53 5.89 Z K 0.00 0.00 0.00 Gravity Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 Mx K- f t 0.00 0.00 0.000, Moments + My Mz K -ft K -ft 0.00 0.00 . 0.00 0.00 Section Forces, LC 1 : 1 > Shear Shear y -y z -z Torque K K K -ft 2.36 0.96 -0.30 -1.41 -2.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000, 6.547 Moment y -y K -ft 0.00 0.00 0.00 0.00 0.00 Moment z -z K -f t--- 0.00 -3.91 -4.66 -2.60 1.93 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.16 0.84 0.54 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.93 1.06 0.46 0.11 -0.00 RISA -3D (R) Version 2.1 Engineers Northwest Job : 96083 6869 Woodlawn Ave, NE, Suite 205 Page: 14 Seattle, WA 98115 Date: 10/25/96 RECEIVING MEZZ PURLIN DESIGN 3 < Member Stresses, LC 1 1 > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi--- 1 1 0.00 1.42 0.00 0.00 0.00 0.00 0.00 2 0.00 0.57 0.00 20.02 -20.02 0.00 0.00 3 0.00 -0.18 0.00 23.86 -23.86 0.00 0.00 4 0.00 -0.85 0.00 13.30 -13.30 0.00 0.00 5 0.00 -1.43 0.00 -9.88 9.88 0.00 0.00 2 1 0.00 0.69 0.00 -9.88 9.88 0.00 0.00 2 0.00 0.50 0.00 -5.42 5.42 0.00 0.00 3 0.00 0.32 0.00 -2.35 2.35 0.00 0.00 4 0.00 0.16 0.00 -0.57 0.57 0.00 0.00 5 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 < Member Deflections, LC 1 1 > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad rad rad ---- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.398 0.000 0.00000 286.7 NC 3 0.000 -0.534 0.000 0.00000 213.6 NC 4 0.000 -0.353 0.000 0.00000 323.3 NC 5 0.000 0.000 0.000 0.00000 NC NC 2 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.119 0.000 0.00000 352.9 NC 3 0.000 0.227 0.000 0.00000 184.6 NC 4 0.000 0.331 0.000 0.00000 126.8 NC 5 0.000 0.434 0.000 0.00000 96.8 NC < Member Section Torsion, LC 1 : 1 > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 1 1- 2 1 0.00 0.00 - No Warping 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 2 2- 3 1 0.00 0.00 - No. Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 RECEIVING MEZZ PURLIN DESIGN 3 Job : 96083 Page: 15 Date: 10/25/96 )c) < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.864 3 0.078 5y 6.83 27.60 27.60 1.00 0.60 1.00 H1-1 2 2 3 0.325 1 0.038 1y 22.08 30.36 30.36 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft No. Label (R,S) < Plate/Shell Principal Stresses, LC 1 : 1 > == Values are for Top (T) and Bottom (B) Surfaces == Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU4X3X3 TU5X2X3 TU3.5X3.5X3 TU3.5X2.5X4 < Material Takeoff, LC 1 : 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU4X2X4 13.00 0.11 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 . Seattle, WA 98115 RECEIVING MEZZ BEAM DESIGN Job : 96083 Page: 20 Date: 10/25/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No X Coordinate ft < Joint Coordinates > 1 0.000 2 0.000 Joint + No X K/in 1 Reaction 2 Reaction Y Coordinate ft 0.000 0.000 Z Coordinate ft 0.000 24.000 < Boundary Conditions > Translation + + Y Z K/in K/in Reaction Reaction Reaction Reaction Material Young's Label Modulus Ksi Joint Temperature xF 0.00 0.00 Rotation + Mx My Mz K-ft/rad---K-ft/rad---K-ft/rad--- < Materials > Shear Poisson's Modulus Ratio Ksi Thermal Coef. xF 1 29000.00 11154.00 0.3000 0.65000 Section Database Label Shape < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As Label Area yy zz in -2 8.59 1.2 1.2 1 TU12X6X4 1 Member Joints x Axis No I J K Rotate < Members > I yy in -4 55.20 I Torsion zz J in -4 in"4--- 161.00 132.00 Section End Releases 2 Offsets Inactive? Set I: MMM J: MMM I -End J -End Label Length xyzxyz-xyzxyz---in in ft 1 BenPIN BenPIN Joints Lb Member I J yy ft 1 1 2 6.00 < AISC Parameters > 24.00 Lb K K zz Lcomp yy zz ft ft 6.00 6.00 Cm Cm yy zz Sway Cb y z 4,444,0Y:1:11 .111W41' A - RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite • Seattle, WA 98115 RECEIVING MEZZ BEAM DESIGN Section Set 1 Version 2.1 Job : 96083 205 Page: 21 Date: 10/25/96 < Redesign Criteria > Depth Maximum Minimum in in 24.00 2.00 BLC No. Width Maximum in 12.00 Minimum in Unity Check Max Min 2.00 < Basic Load Case Data > Basic Load Case Description 0.95 Load Type Totals Nodal Point Dist. Surface 1 DRIFT SNOW AND DL < Member Point Loads, BLC 1 > Joints Member I J Direction 1 1 1 1 1 1 2 2 2 Y Y Y Magnitude K,K-ft 3 - 4.230 -3.550 - 3.530 < Load Patterns > Pattern Magnitudes Label Dir Start End K/ft,F K/ft,F UNIFORM DRIFT1 DRIFT2 Y Y Y 1.000 0.553 0.307 No. Description BLC 1.000 0.307 0.216 Location ft or % 6.000 12.000 18.000 < Load Combinations > Locations Start ft or % 0.000 0.000 0.000 End ft or %--- 0.000 9.500 3.500 Fac BLC Fac BLC Fac BLC Fac BLC RWPE Fac SSdv Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 Convergence Tolerance 0..001 Converge Work Vectors No Joint + No. X in ft/sec-2 < Joint Displacements, LC 1 : 1 Translation + + 1 0.000 2 0.000 Y in -0.000 -0.000 Z in 0.000 0.000 X Rotate rad 0.00000 0.00000 Rotation Y Rotate rad 0.00000 0.00000 Z Rotate rad 0.00000 0.00000 Engineers Northwest 6869 Woodlawn Ave, NE, . Seattle, WA 98115 RISA -3D (R) Version 2.1 Suite 205 RECEIVING MEZZ BEAM DESIGN Story No. Joint Drift % of Ht in < Story Drift, LC 1 : 1 > Job : 96083 Page: 22 Date: 10/25/96 0` +--- X Direction ---+ +--- Y Direction ---+ Joint Drift % of Ht in No Stories Defined... Joint + No. X K 1 2 Totals: Center of 0.00 0.00 0.00 Gravity < Reactions, LC 1 : 1 > Forces + + Y Z K K 6.18 0.00 5.83 0.00 12.01 0.00 Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 Section Shear y -y K 6.18 1.78 -1.95 -5.66 -5.83 +--- Z Direction ---+ Joint Drift % of Ht in Forces, Shear z -z K Mx K -ft 0.00 0.00 0.000, Moments My K -f t LC 1 : 1 > 0.00 0.00 0.00 0.00 0.00 Mz K -f t 0.00 0.00 0.00 0.00 0.000, 11.650 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft --- 0.00 -36.56 -46.68 -34.46 -0.00 Member < Member Stresses, LC Shear Shear + 1 1 > Sec Axial y -y z -z y -top Ksi Ksi Ksi Ksi 1 1 0.00 1.24 0.00 0.00 2 0.00 0.36 0.00 16.35 3 0.00 -0.39 0.00 20.88 4 0.00 -1.13 0.00 15.41 5 0.00 -1.17 0.00 0.00 Bending y -bot z -top Ksi Ksi 0.00 -16.35 -20.88 -15.41 -0.00 0.00 0.00 0.00 0.00 0.00 z -bot Ksi--- 0.00 0.00 0.00 0.00 0.00 Member + Sec x in 1 1 2 3 4 5 < Member Deflections, LC 1 : 1 > Translation + 0.000 0.000 0.000 0.000 0.000 y 111 0.000 -0.712 -0.994 -0.702 0.000 z in 0.000 0.000 0.000 0.000 0.000 x Rotate rad 0.00000 0.00000 0.00000 0.00000 0.00000 Def is as L/n (y) rad NC 404.7 289.8 410.1 NC L/n Ratios L/n (z) rad ---- NC NC NC NC NC NOV RISA -3D (R) Version 2.1 Engineers Northwest Job : 96083 6869 Woodlawn Ave, NE, Suite 205 Page: 23 Seattle, WA 98115 Date: 10/25/96 RECEIVING MEZZ BEAM DESIGN 0 < Member Section Torsion, LC 1 : 1 > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 1 1- 2 1 0.00 0.00 - No Warping 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.663 3 0.067 ly 25.29 27.60 30.36 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : 1 > No. Label == Values are for Top (T) and Bottom (B) Surfaces == (R,S) Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU12X8X3 TU9X7X4 TU10X6X4 TU12X4X4 < Material Takeoff, LC 1 : 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU12X6X4 24.00 0.70 r!L4"Y it& ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 Joe No SUBJECT dlos AL it JOB NAME orntim- c-1 DATE SHEET OF BY :111-e lifto 1,9r �No+ i 1 J7 R i P1 =17)1.11 11U7 -r- I �-� ��� �� M 10. P* u.44- !� t\1vwQ- It -b A'4F- ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 cos No qW JOB NAME gP &r`L/ MAIO t3vtikt,u SUBJECT pill fire w, DATE 11)fr 16 SHEET OF BY �� p- pat (,431) -4;72` Pi; tom (Ma) r pm ,lip) 10 )0 etylif .61112-34o (.A-kt oey M A Ini fie 13$18 411-f" 97x 4-)6 . V673 mo o 1" l'.&)cit)(7/(eA=ieer--//.4.3 kin Pileus Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No X Coordinate ft < Joint Coordinates > , O 1410 1-42 Y z Coordinate Coordinate 1 0.000 2 0.000 ft 0.000 0.000 ft 0.000 19.000 < Boundary Conditions > Joint + No X K/in 1 Reaction 2 Reaction Joint Temperature xF 0.00 0.00 Translation + + Rotation + Y Z Mx My Mz K/in K/in K-ft/rad---K-ft/rad---K-ft/rad--- Reaction Reaction Reaction Reaction Material Young's Label Modulus Ksi 1 < Materials > Shear Poisson's Modulus Ratio Ksi Thermal Coef. xF 29000.00 11154.00 0.3000 0.65000 Section Database Label Shape 1 TU10X4X4 < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As I Label Area yy zz yy in -2 in -4 1 6.59 1.2 1.2 18.80 I Torsion zz J in -4 in"4--- 79.30 50.40 Ii RISA -3D (R) Version 2.1 Engineers Northwest 68'69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL CANOPY MAIN TS BEAMS Job : 96083 Page: 18 Date: 10/28/96 < Members > Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label Length xyzxyz-xyzxyz---in in ft --- 1 1 2 1 BenPIN BenPIN 19.00 < AISC Parameters > Joints Lb Lb K K Cm Cm Sway Member I J yy zz Lcomp yy zz yy zz Cb y z ft ft ft 1 1 2 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 12.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 TEST 3 < Member Point Loads, BLC 1 > Joints Member I J Direction Magnitude Location K,K-ft ft or % 1 1 2 Y -4.720 %25.000 1 1 2 Y -3.680 %50.000 1 1 2 Y -2.620 %75.000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv RISA -3D (R) Version Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL CANOPY MAIN TS BEAMS 2.1 Job : 96083 Page: 19 Date: 10/28/96 Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No Joint + No. X in 1 2 < Joint Displacements, LC 1 Translation + + 0.000 0.000 Y in -0.000 -0.000 Story No. Z in . 1 0.000 0.000 X Rotate rad 0.00000 0.00000 < Story Drift, LC 1 . 1 > +--- X Direction ---+ Joint Drift % of Ht in No Stories Defined... Rotation Y Rotate Z Rotate rad rad 0.00000 0.00000 0.00000 0.00000 +--- Y Direction ---+ Joint Drift % of Ht in < Reactions, LC 1 : 1 > Joint + Forces + + No. X Y Z Mx K K K K -ft 1 2 Totals: Center of 0.00 0.00 0.00 Gravity 6.25 5.20 0.00 0.00 11.45 0.00 Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 Section Shear y -y K 6.25 1.42 - 2.37 - 5.09 - 5.20 Forces, LC Shear z -z K 0.00 0.00 0.00 0.00 0.00 +--- Z Direction ---+ Joint Drift % of Ht in 0.00 0.00 0.000, Moments My Mz K -ft K -ft 1 : 1 > 0.00 0.00 0.000, 0.00 0.00 8.629 Moment Moment Torque y -y z -z K -f t K -f t K -f t--- 0.00 0.00 0.00 0.00 0.00 -29.43 0.00 0.00 -35.92 0.00 0.00 -24.44 0.00 0.00 -0.00 Member Sec Axial Ksi 1 1 2 3 4 0.00 0.00 0.00 0.00 < Member Stresses, LC 1 Shear Shear + y -y z -z y -top Ksi Ksi Ksi 1.50 0.00 0.34 0.00 -0.57 0.00 -1.22 0.00 0.00 22.26 27.18 18.49 1 > Bending y -bot z -top Ksi Ksi 0.00 -22.26 -27.18 -18.49 0.00 0.00 0.00 0.00 z -bot Ksi--- 0.00 0.00 0.00 0.00 RISA -3D (R) Version Engineers Northwest 6859 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL CANOPY MAIN TS BEAMS Member Sec Axial Ksi 5 0.00 2.1 Job : 96083 Page: 20 Date: 10/28/96 < Member Stresses, LC 1 : 1 > Shear Shear + Bending y -y z -z y -top y -bot z -top Ksi Ksi Ksi Ksi Ksi -1.25 0.00 0.00 -0.00 0.00 z -bot Ksi--- 0.00 < Member Deflections, Member + Translation + Sec x in 1 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 y in 0.000 -0.700 -0.966 -0.672 0.000 z in 0.000 0.000 0.000 0.000 0.000 LC 1 : 1 > x Rotate rad 0.00000 0.00000 0.00000 0.00000 0.00000 Def is as L/n (y) rad NC 325.6 236.1 339.3 NC L/n Ratios L/n (z) rad ---- NC NC NC NC NC < Member Member Joints I - J Sec Torque K -f t 1 1- 2 1 2 3 4 5 Section Torsion, LC 1 : 1 > Torsion Warp Shear Shear y -y z -z Ksi Ksi Ksi 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - No Warping Warp Bending z -top z -bot Ksi Ksi--- < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.938 3 0.081 ly 8.20 27.60 27.60 1.00 0.60 1.00 111-1 No. Label (R,S) < Plate/Shell Forces, Qx QY Fx Fy K K LC 1 : 1 > Mx My Mxy Fxy (values are per linear ft) K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : 1 > No. Label == Values are for Top (T) and Bottom (B).Surfaces == (R,S) Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL CANOPY MAIN TS BEAMS Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Job : 96083 Page: 21 Date: 10/28/96 Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU12X4X3 TU10X8X3 TU12X6X3 TU9X9X3 < Material Takeoff, LC 1 : 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU10X4X4 19.00 0.43 RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS BEAMS Version 2.1 Job : 96083 Page: 22 Date: 10/28/96 o Units US Standard Steel Code AISC 9th Edition Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No X Coordinate ft < Joint Coordinates > 1 0.000 2 0.000 Y Coordinate ft 0.000 0.000 ASD Z Coordinate ft 0.000 12.670 Joint Temperature xF 0.00 0.00 < Boundary Conditions > Joint + No X K/in 1 Reaction 2 Reaction Translation + + Rotation + Y Z Mx My Mz K/in K/in K-ft/rad---K-ft/rad---K-ft/rad--- Reaction Reaction Reaction Reaction < Materials > Material Young's Shear Poisson's Thermal Label Modulus Modulus Ratio Coef. Ksi Ksi xF 1 29000.00 11154.00 0.3000 0.65000 Section Database Label Shape < Sections > Material As As 1 TU8X4X4 1 Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Label Area yy zz in^2 Member Joints x Axis No I J K Rotate I yy in^4 5.59 1.2 1.2 15.30 < Members > I Torsion zz J in^4 in^4--- 45.10 37.50 Section End Releases 1 1 2 Offsets Inactive? Set I: MMM J: MMM I -End J -End Label Length xyzxyz-xyzxyz---in in ft -- 1 BenPIN BenPIN 12.67 Joints Lb Member I J yy ft 1 1 2 < AISC Parameters >--- Lb K zz Lcomp yy ft ft K zz Cm Cm Sway yy zz Cb y z RISA -3D (R) Version 2.1 Engineers Northwest 68.69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS BEAMS < Redesign Criteria > Job : 96083 Page: 23 Date: 10/28/96 Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 12.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 TEST < Member Point Loads, BLC 1 > 2 Joints Member I J Direction Magnitude Location K,K-ft ft or % 1 1 2 Y -2.440 %33.333 1 1 2 Y -2.420 %66.667 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 ft/sec-2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 1 : 1 > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 -0.000 0.000 0.00000 0.00000 0.00000 2 0.000 -0.000 0.000 0.00000 0.00000 0.00000 RISA -3D (R) Version Engineers Northwest 68'69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS BEAMS 2.1 < Story Drift, LC 1 : 1 > Story +--- X Direction ---+ +--- Y Direction ---+ No. Joint Drift % of Ht Joint Drift % of Ht in in No Stories Defined... Joint + Forces No. X Y K K < Reactions, LC 1 : 1 > + + Z K 1 0.00 2.55 0.00 2 0.00 2.55 0.00 Totals: 0.00 5.10 0.00 Center of Gravity Coords (X,Y,Z) (ft) : Member Joints I - J < Member Section Forces, Shear Shear Sec Axial y -y z -z K K K 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 2.55 2.49 -0.01 -2.49 -2.55 Mx K -f t Job : 96083 Page: 24 Date: 10/28/96 +--- Z Direction ---+ Joint Drift % of Ht in Moments My K -ft 0.00 0.00 0.00 0.00 0.000, 0.000, LC 1 0.00 0.00 0.00 0.00 0.00 1 > Mz K -ft 0.00 0.00 6.327 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft --- 0.00 -7.99 -10.64 -7.97 -0.00 Member Sec < Member Stresses, LC 1 : 1 > Shear Shear + Axial y -y z -z y -top Ksi Ksi Ksi Ksi 1 1 0.00 0.77 0.00 0.00 2 0.00 0.75 0.00 8.51 3 0.00 -0.00 0.00 11.33 4 0.00 -0.75 0.00 8.49 5 0.00 -0.76 0.00 0.00 Bending y -bot z -top z -bot Ksi Ksi Ksi--- 0.00 0.00 0.00 -8.51 0.00 0.00 -11.33 0.00 0.00 -8.49 0.00 0.00 -0.00 0.00 0.00 < Member Deflections, Member + Translation + Sec x y z in in in 1 1 0.000 0.000 0.000 2 0.000 -0.170 0.000 3 0.000 -0.240 0.000 4 0.000 -0.170 0.000 5 0.000 0.000 0.000 LC 1 : 1 > x Rotate rad 0.00000 0.00000 0.00000 0.00000 0.00000 Defls as L/n Ratios L/n (y) L/n (z) rad rad ---- NC NC 892.0 NC 633.0 NC 892.6 NC NC NC RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS BEAMS Job : 96083 Page: 25 Date: 10/28/96 < Member Section Torsion, LC 1 : 1 > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 1 1- 2 1 0.00 0.00 - No Warping 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.410 3 0.042 1y 15.95 27.60 27.60 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : 1 > No. Label == Values are for Top (T) and Bottom (B) Surfaces == (R,S) Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU6X4X3 TU7X3X3 TU8X2X3 TU5X5X3 < Material Takeoff, LC 1 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU8X4X4 12.67 0.24 RISA -3D (R) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS PURLINS Version 2.1 Job : 96083 Page: 1 Date: 10/28/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No 1 2 3 X Coordinate ft < Joint Coordinates > Y Z Coordinate Coordinate 0.000 0.000 0.000 Joint + No X K/in 1 Reaction 2 Reaction ft 0.000 0.000 0.000 ft 0.000 18.000 20.000 < Boundary Conditions > Joint Temperature xF 0.00 0.00 0.00 Translation + + Rotation + Y Z Mx My Mz K/in K/in K-ft/rad---K-ft/rad---K-ft/rad--- Reaction Reaction Reaction Reaction Material Young's Label Modulus Ksi < Materials > Shear Poisson's Modulus Ratio Ksi Thermal Coef. xF 1 29000.00 11154.00 0.3000 0.65000 Section Label Database Shape 1 TU6X4X5 < Sections > Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Material As As Label Area yy zz in"2 1 5.61 1.2 1.2 Member No I Joints J K x Axis Rotate 1 1 2 2 2 3 < Members > I yy in"4 13.80 I Torsion zz J in"4 in"4--- 26.20 30.10 Section End Releases Offsets Set I: MMM J: MMM I -End xyzxyz-xyzxyz---in 1 BenPIN 1 BenPIN Inactive? J -End Label Length in ft --- 18.00 2.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS PURLINS < AISC Parameters > Job : 96083 Page: 2 Date: 10/28/96 Joints Lb Lb K K Cm Cm Sway Member I J yy zz Lcomp yy zz yy zz Cb y z ft ft ft 1 1 2 2 2 3 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in 1 8.00 2.00 12.00 2.00 0.95 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 TEST 3 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier 2 2 3 UNIFORM -0.1480 1 1 2 DRIFT1 -1.0000 1 1 2 DRIFT2 -1.0000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %--- UNIFORM Y 1.000 1.000 0.000 0.000 DRIFT1 Y 0.454 0.148 0.000 16.800 DRIFT2 Y 0.148 0.148 16.800 18.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No A'. if d.4f W Px+W 1wi N wa�...�uc.x. RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS PURLINS Joint + No. X in Job : 96083 Page: 3 Date: 10/28/96 < Joint Displacements, LC 1 : 1 > Translation + + 1 0.000 2 0.000 3 0.000 Y in -0.000 -0.000 0.300 Story +--- X No. Joint Z in 0.000 0.000 0.000 Rotation X Rotate Y Rotate rad rad 0.00000 -0.01254 0.00000 < Story Drift, LC 1 : 1 > 0.00000 0.00000 0.00000 Z Rotate rad 0.00000 0.00000 0.00000 Direction ---+ +--- Y Direction ---+ +--- Z Direction ---+ Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... Joint + No. 1 2 Totals: Center of X K 0.00 0.00 0.00 Gravity < Reactions, LC 1 : 1 > Forces + + Y Z K K 3.09 0.00 2.44 0.00 5.53 0.00 Coords (X,Y,Z) (ft) : < Member Member Joints I - J Sec Axial K 1 1- 2 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 Mx K -ft Section Forces, LC Shear Shear y -y z -z K K 3.09 1.23 -0.26 -1.38 -2.15 0.00 0.00 0.00 0.00 0.00 Moments My K -ft 0.00 0.00 0.00 0.00 0.000, 0.000, 1 : 1 > Mz K -f t 0.00 0.00 9.987 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft --- 0.00 -9.57 -11.60 -7.76 0.30 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.30 0.22 0.15 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 0.17 0.07 0.02 0.00 Member. Sec Axial Ksi < Member Stresses, LC 1 Shear Shear + 1 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Y -Y Ksi 0.99 0.39 -0.08 -0.44 -0.69 z -z y -top Ksi Ksi 0.00 0.00 0.00 0.00 0.00 1 > 0.00 13.15 15.94 10.67 -0.41 Bending y -bot z -top z -bot Ksi Ksi Ksi--- 0.00 0.00 0.00 -13.15 0.00 0.00 -15.94 0.00 0.00 -10.67 0.00 0.00 0.41 0.00 0.00 :6n�0uM'Avipw.w�6fAw.wwr.arr�......++w..w+wr..ww.e RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS PURLINS < Member Stresses, LC Member Shear Shear + Sec Axial y -y z -z y -top Ksi Ksi Ksi Ksi 1 : 1 > 2 1 0.00 0.09 0.00 -0.41 2 0.00 0.07 0.00 -0.23 3 0.00 0.05 0.00 -0.10 4 0.00 0.02 0.00 -0.03 5 0.00 0.00 0.00 0.00 Job : 96083 Page: 4 Date: 10/28/96 Bending y -bot z -top Ksi Ksi 0.41 0.23 0.10 0.03 0.00 0.00 0.00 0.00 0.00 0.00 z -bot Ksi--- 0.00 0.00 0.00 0.00 0.00 < Member Deflections, Member + Translation + Sec x y z in in in 1 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 0.000 -0.650 -0.888 -0.615 0.000 0.000 0.000 0.000 0.000 0.000 LC 1 : 1 > Defls as L/n Ratios x Rotate L/n (y) rad rad 0.00000 0.00000 0.00000 0.00000 0.00000 NC 332.3 243.1 351.3 NC L/n (z) rad ---- NC NC NC NC NC 2 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 0.000 0.075 0.150 0.225 0.300 0.000 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00000 0.00000 0.00000 NC 319.3 159.8 106.5 79.9 NC NC NC NC NC < Member Member Joints I - J Sec Torque K -ft 1 1- 2 1 2 3 4 5 Section Torsion, LC 1 : 1 > Torsion Warp Shear Shear y -y z -z Ksi Ksi Ksi 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - No Warping Warp Bending z -top z -bot Ksi Ksi--- 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - No Warping - WI6i7]`5�'Y3++1'Poakianur.9v7w»n.;+.ua:�.u.N�wn4wwV� .La.v .. ...........t.....,...... «.i..w...... RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 COSTCO OPTICAL PATIO TS PURLINS Job : 96083 Page: 5 Date: 10/28/9.6 < Member AISC Unity Checks, LC 1 : 1 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 1 1 2 0.578 3 0.054 ly 7.87 27.60 27.60 1.00 0.60 1.00 111-1 2 2 3 0.013 1 0.005 ly 26.53 30.36 30.36 1.00 0.60 1.00 H1-1 < Plate/Shell Forces, LC 1 : 1 > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : 1 > No. Label (R,S) == Values are for Top (T) and Bottom (B) Surfaces == Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi Section Set 1st Choice < Redesign Shapes, LC 1 : 1 > Suggested Alternate Shapes 2nd Choice 3rd Choice 4th Choice 1 TU6X4X3 TU7X3X3 TU8X2X3 TU5X5X3 < Material Takeoff, LC 1 1 > Section Database Total Total Set Shape Length Weight ft K 1 TU6X4X5 20.00 0.38 ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE NE. STE 250 SEATTLE WA 98115 (206) 525-7560 • FAX (206) 522-6698 Date: 10/28/96 Page: CIRCULAR CONCRETE COLUMN DESIGN COSTCO OPTICAL FACILITY MAIN CANOPY COLUMNS DESIGN DATA f'c = 3000 psi Fy - 60000 psi Seismic Zone 3 Live & Short Term Loads Act Together Eff. Length Factor - 1.00 Column is UNBRACED! Delta:S - 0.00 Total Reinf. Area - 1.76 in2 ...% Steel = 1.56 % COLUMN DATA Column Diameter Height Rebar CL To Face Using Spirals Rebar: Axial Dead Load Live Load Short Term = Eccentricity = • 12.00 in 12.00 ft 1.50 in No 4-q6 Actual Cage Diameter 9.00 in Radial Bar Spacing - 90.00 deg Min. Spiral As 0.00 % APPLIED LOADS 7.80 k Moments... @Top 0,00 k Dead = 0.0 0.00 k Live = 0.0 0.00 in Short: 0.0 SUMMARY @Bottom 0.0 k -ft 0.0 k -ft 0.0 k -ft 9-1 9-2 Pu : Max. Factored 12.1 10.9 Pn*Phi @ Design Ecc. = 212.5 212.9 OK OK Mc:Delta:B*M2b f Delta:S*M2S 1.0 0.9 Final Eccentricity - 0.96 0.96 Magnification Factor = 1.061 1.054 Design Eccentricity : 1.02 1.01 Po * .80 - 311.6 311.6 P : Balanced - 121.56 121.56 Ecc: Balanced - 4.87 4.81 9-3 Actual 1.0 k Beta 213.8 k OK - LOAD FACTORS USED ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .. Seismic = ST f ACI 9-2 Group Factor ACI 9-3 Dead Load Fact ACI 9-3 Short Term UBC 2625(c)4 "1.4" Factor UBC 2625(c)4 "0.9" Factor 1.55 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 SLENDERNESS CHECK klub. - 48.00 Elastic Modulus : 3122 ksi 0.85 9-1 9-2 9-3 Neutral Axis Dist - 11.14 in 11.16 in 11.21 in Phi : 0.70 0,10 0.70 0.6 k -ft Limit klub* - 22.00 22.00 22.00 0.96 in Beta : M:sustained/M:max : 1.000 1.000 1.000 1.034 Cm : 1.00 1.00 1.00 0.99 in EI = Max[(.2*Ec*Ig+Es*Is)/(l+Beta)-or-.4Eclg/(1+Beta))/1000000 311.6 k - 636 636 636 121.56 k Pc : Pi' * EI / (kLu)2 302.51 302.51 302.51 4.87 in Alpha: MaxPu / (Phi * Pc) : 0.057 0.052 0.033 Delta:b:Cm/(1-Alpha) - 1.061 1.054 1.034 Delta:b * M2b - 0.0 k -ft 0.0 k -ft 0.0 k -ft Delta:s * M2s : 0.0 k -ft 0.0 k -ft 0.0 k -ft Ecc: Ecc Lds+Moments : 0.960 in 0.960 in 0.960 in Design Ecc = Ecc*Delta - 1.018 in 1.012 in 0.993 in Vd AR, Irl 1983-95 FNFR(AIC FNATNFFRS NORTHWEST. 7KWnhn MA aiata.:4 'l alt:k;SCZPq:,e.wax: .re sw�..s+aw..n.w.w.tiw....«..................,..<w.:,....,...w„sm«,.,».......,....«....., RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 1 Date: 10/25/96 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Joint No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 X Coordinate ft < Joint Coordinates > Y Coordinate 0.000 1.500 3.000 4.500 6.000 7.500 9.000 10.500 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 Joint + No X K/in 1 3 5 9 10 11 12 13 14 15 16 17 Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction ft z Coordinate 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 < Boundary Translation Y K/ in Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Joint Temperature ft xF 0.000 6.330 12.670 19.000 25.330 31.670 38.000 44.330 54.870 0.000 6.330 12.670 19.000 25.330 31.670 38.000 44.330 Conditions > z K/in + + Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rotation + Mx My Mz K-ft/rad---K-ft/rad---K-ft/rad--- Engineers Northwest 6869 Woodlawn Ave, NE, ' Seattle, WA 98115 OPTICAL TUBE TRELLIS RISA -3D (R) Version Suite 205 Material Young's Label Modulus Ksi STL 29000.00 < Materials > Shear Poisson's Modulus Ratio Ksi 2.1 Job : Page: Date: 96083 2 10/25/96 Thermal Coef. xF 11154.00 0.3000 0.65000 Section Database Label Shape < Sections > Material As As Weight Density K/ft3 0.490 Yield Stress Ksi 46.00 Label Area yy zz in -2 TRLS TU8X4X4 STL Member Joints x Axis No I J K Rotate I yy in -4 5.59 1.2 1.2 15.30 < Members > I Torsion zz J in -4 in"4--- 45.10 37.50 Section End Releases Offsets 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 1 2 3 4 5 6 7 8 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 2 3 4 5 6 7 8 9 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 Inactive? Set I: MMM J: MMM I -End J -End Label Length xyzxyz-xyzxyz---in in ft--- TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS TRLS Joints Lb Member I J yy ft 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN < AISC Parameters > 6.52 6.53 6.52 6.52 6.53 6.52 6.52 10.84 13.60 15.00 12.02 13.59 10.44 12.21 8.86 10.89 7.28 9.65 5.70 8.52 4.12 7.55 2.55 Lb K K Cm Cm zz Lcomp yy zz ft ft Sway yy zz Cb y z RISA -3D (R) Version Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 • Seattle, WA 98115 OPTICAL TUBE TRELLIS Joints Lb Member I J yy ft 7 7 8 8 9 1 10 1 11 2 12 2 13 3 14 3 15 4 16 4 17 5 18 5 19 6 20 6 21 7 22 7 23 8 8 9 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 2.1 < AISC Parameters > Job : 96083 Page: 3 Date: 10/25/96 Lb K K zz Lcomp yy zz ft ft Pattern Label Dir Start K/ft,F < Load Patterns > Magnitudes UNIFORM Y -1.000 End K/ft,F Cm Cm yy zz Sway Cb y z -1'.000 < Load Combinations > Locations Start End ft or % ft or %--- 0.000 0.000 RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 DEAD LOAD Y -1 Dynamics Input: Number of Modes 3 Load Combination Number1 Acceleration of Gravity32.20 Convergence Tolerance 0.001 Converge Work Vectors No ft/sec-2 < Joint Displacements, LC Joint + Translation + + No. X Y Z in in in 1 0.000 -0.000 -0.000 2 0.007 -0.024 0.000 3 0.000 -0.000 -0.000 1 : DEAD X Rotate rad -0.02119 0.00019 -0.05213 LOAD > Rotation Y Rotate rad 0.06888 0.00006 0.17594 Z Rotate rad -- + 0.00043 0.00080 -0.00069 • RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS < Joint Displacements, Joint + Translation + No. X Y Z in in in 4 0.006 -0.021 0.000 5 -0.000 -0.000 -0.000 6 0.061 -0.224 0.001 7 0.084 -0.336 0.002 8 0.060 -0.299 0.003 9 0.000 -0.000 0.000 10 0.000 -0.000 0.000 11 -0.000 -0.000 0.000 12 0.000 -0.000 0.000 13 -0.000 -0.000 -0.000 14 0.000 -0.000 0.000 15 -0.000 -0.000 -0.000 16 -0.000 -0.000 0.000 17 0.000 0.000 0.000 Story No. < Story +--- X Direction ---+ Joint Drift % of Ht in No Stories Defined... Job : 96083 Page: 4 Date: 10/25/96 (i0 LC 1 : DEAD LOAD > + Rotation X Rotate Y Rotate rad rad 0.00019 0.03418 0.00242 0.00065 -0.00110 0.00365 0.00000 0.00021 0.00065 0.00021 0.00080 0.00260 -0.02361 -0.01292 Drift, LC 1 : DEAD LOAD +--- Y Direction ---+ Joint Drift % of Ht in 0.00006 -0.11682 0.00064 0.00001 -0.00037 -0.00000 0.00000 -0.00000 -0.00000 -0.00000 0.00000 0.00000 0.09706 0.05874 Z Rotate rad 0.00080 0.00198 0.00023 0.00070 0.00114 -0.00000 0.00000 -0.00000 -0.00000 -0.00000 0.00000 0.00000 0.00000 -0.00000 +--- Z Direction ---+ Joint Drift % of Ht < Reactions, LC 1 : DEAD LOAD Joint + Forces + + No. X Y Z Mx K K K K -f t 1 -0.02 3 -0.03 5 1.19 9 -0.75 10 -0.00 11 0.06 12 -0.02 13 0.08 14 -0.06 15 0.27 16 0.40 17 -1.12 Totals: 0.00 Center of Gravity 0.51 0.67 1.19 0.15 0.13 0.28 0.22 0.23 0.15 0.22 0.21 -0.18 3.78 Coords (X,Y,Z) < Member Member Joints I - J Sec 1 1- 2 1 2 0.01 0.03 5.25 - 3.13 0.00 - 0.00 - 0.01 0.00 - 0.05 0.00 -0.39 -1.70 0.00 (ft) : in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.836, Moments My K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.486, Section Forces, LC 1 : DEAD LOAD > Axial K Shear Shear y -y z -z Torque K K K -ft 0.02 0.24 0.02 0.21 0.02 0.00 0.02 0.00 Mz K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.385 Moment y -y K -ft 0.00 0.03 Moment z -z K -ft --- 0.00 -0.37 RISA -3D (R) Version 2.1 Engineers Northwest 6859 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 5 Date: 10/25/96 < Member Section Forces, LC 1 : DEAD LOAD > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft --- 3 0.02 0.18 0.02 0.00 0.06 -0.68 4 0.01 0.15 0.02 0.00 0.09 -0.95 5 0.01 0.12 0.02 0.00 0.13 -1.16 2 2- 3 1 -0.01 -0.12 -0.02 -0.00 0.13 -1.16 2 -0.01 -0.15 -0.02 -0.00 0.09 -0.95 3 -0.02 -0.18 -0.02 -0.00 0.06 -0.68 4 -0.02 -0.21 -0.02 -0.00 0.03 -0.37 5 -0.02 -0.24 -0.02 -0.00 0.00 -0.00 3 3- 4 1 0.04 0.21 0.02 -0.00 0.00 0.00 2 0.03 0.18 0.02 -0.00 0.03 -0.32 3 0.03 0.15 0.02 -0.00 0.05 -0.59 4 0.03 0.12 0.02 -0.00 0.08 -0.81 5 0.03 0.09 0.02 -0.00 0.10 -0.98 4 4- 5 1 -0.03 -0.09 -0.02 -0.00 0.10 -0.98 2 -0.03 -0.12 -0.02 -0.00 0.08 -0.81 3 -0.03 -0.15 -0.02 -0.00 0.05 -0.59 4 -0.03 -0.18 -0.02 -0.00 0.03 -0.32 5 -0.04 -0.21 -0.02 -0.00 -0.00 0.00 5 5- 6 1 5.41 0.40 0.04 -0.00 0.00 0.00 2 5.40 0.37 0.04 -0.00 0.06 -0.62 3 5.40 0.34 0.04 -0.00 0.13 -1.20 4 5.40 0.30 0.04 -0.00 0.19 -1.72 5 5.40 0.27 0.04 -0.00 0.25 -2.19 6 6- 7 1 4.99 0.15 0.01 0.00 0.25 -2.19 2 4.99 0.12 0.01 0.00 0.27 -2.41 3 4.99 0.09 0.01 0.00 0.29 -2.58 4 4.99 0.06 0.01 0.00 0.32 -2.70 5 4.98 0.03 0.01 0.00 0.34 -2.77 7 7- 8 1 3.24 -0.04 -0.05 0.00 0.34 -2.77 2 3.24 -0.07 -0.05 0.00 0.26 -2.69 3 3.24 -0.10 -0.05 0.00 0.18 -2.55 4 3.23 -0.13 -0.05 0.00 0.10 -2.37 5 3.23 -0.16 -0.05 0.00 0.03 -2.13 8 8- 9 1 3.22 -0.09 -0.00 0.00 0.03 -2.13 2 3.22 -0.15 -0.00 0.00 0.02 -1.81 3 3.22 -0.20 -0.00 0.00 0.01 -1.35 4 3.21 -0.25 -0.00 0.00 0.01 -0.74 5 3.21 -0.30 -0.00 0.00 0.00 0.00 W ash t* S W r0...rr.'luk.4e, RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 6 Date: 10/25/96 < Member Section Forces, LC 1 : DEAD LOAD > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft --- 9 1- 10 1 0.04 0.12 0.00 0.00 0.00 0.00 2 0.02 0.06 0.00 0.00 0.00 -0.32 3 0.00 0.00 0.00 0.00 0.00 -0.42 4 -0.02 -0.06 0.00 0.00 0.00 -0.32 5 -0.04 -0.12 0.00 0.00 0.00 -0.00 10 1- 11 1 0.04 0.14 0.00 0.00 0.00 0.00 2 0.02 0.07 0.00 0.00 0.00 -0.39 3 0.00 0.00 0.00 0.00 0.00 -0.52 4 -0.02 -0.07 0.00 0.00 0.00 -0.39 5 -0.04 -0.14 0.00 0.00 0.00 0.00 11 2- 11 1 -0.03 0.11 0.00 0.00 0.00 0.00 2 -0.05 0.05 0.00 0.00 0.00 -0.25 3 -0.06 0.00 0.00 0.00 0.00 -0.33 4 -0.08 -0.05 0.00 0.00 0.00 -0.25 5 -0.10 -0.11 0.00 0.00 0.00 -0.00 12 2- 12 1 0.06 0.12 0.00 -0.00 0.00 0.00 2 0.05 0.06 0.00 -0.00 0.00 -0.32 3 0.03 0.00 0.00 -0.00 0.00 -0.42 4 0.01 -0.06 0.00 -0.00 0.00 -0.32 5 -0.00 -0.12 0.00 -0.00 0.00 0.00 13 12 1 0.03 0.10 0.00 0.00 0.00 0.00 2 0.01 0.05 0.00 0.00 0.00 -0.19 3 0.00 0.00 0.00 0.00 0.00 -0.25 4 -0.01 -0.05 0.00 0.00 0.00 -0.19 5 -0.03 -0.10 0.00 0.00 0.00 -0.00 14 3- 13 1 0.03 0.11 0.00 -0.00 0.00 0.00 2 0.01 0.06 0.00 -0.00 0.00 -0.26 3 0.00 0.00 0.00 -0.00 0.00 -0.34 4 -0.01 -0.06 0.00 -0.00 0.00 -0.26 5. -0.03 -0.11 0.00 -0.00 0.00 0.00 15 4- 13 1 -0.06 0.08 0.00 0.00 0.00 0.00 2 -0.08 0.04 0.00 0.00 0.00 -0.13 3 -0.09 0.00 0.00 0.00 0.00 -0.18 4 -0.10 -0.04 0.00 0.00 0.00 -0.13 5 -0.11 -0.08 0.00 0.00 0.00 -0.00 16 4- 14 1 0.10 0.10 0.00 0.00 0.00 0.00 2 0.09 0.05 0.00 0.00 0.00 -0.21 3 0.08 0.00 0.00 0.00 0.00 -0.27 4 0.07 -0.05 0.00 0.00 0.00 -0.21 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 7 Date: 10/25/96 < Member Section Forces, LC 1 : DEAD LOAD > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft --- 5 0.06 -0.10 0.00 0.00 0.00 -0.00 17 5- 14 1 0.02 0.07 0.00 -0.00 0.00 0.00 2 0.01 0.03 0.00 -0.00 0.00 -0.09 3 0.00 0.00 0.00 -0.00 0.00 -0.12 4 -0.01 -0.03 0.00 -0.00 0.00 -0.09 5 -0.02 -0.07 0.00 -0.00 0.00 0.00 18 5- 15 1 0.02 0.09 0.00 0.00 0.00 0.00 2 0.01 0.04 0.00 0.00 0.00 -0.16 3 0.00 0.00 0.00 0.00 0.00 -0.22 4 -0.01 -0.04 0.00 0.00 0.00 -0.16 5 -0.02 -0.09 0.00 0.00 0.00 0.00 19 6- 15 1 -0.27 0.05 0.00 -0.00 0.00 0.00 2 -0.28 0.03 0.00 -0.00 0.00 -0.06 3 -0.28 0.00 0.00 -0.00 0.00 -0.07 4 -0.29 -0.03 0.00 -0.00 0.00 -0.06 5 -0.30 -0.05 0.00 -0.00 0.00 0.00 20 6- 16 1 0.54 0.08 0.00 0.00 0.00 0.00 2 0.53 0.04 0.00 0.00 0.00 -0.13 3 0.52 0.00 0.00 0.00 0.00 -0.17 4 0.52 -0.04 0.00 0.00 0.00 -0.13 5 0.51 -0.08 0.00 0.00 0.00 0.00 21 7- 16 1 -0.75 0.04 0.00 0.00 0.00 0.00 2 -0.75 0.02 0.00 0.00 0.00 -0.03 3 -0.76 0.00 0.00 0.00 0.00 -0.04 4 -0.76 -0.02 0.00 0.00 0.00 -0.03 5 -0.77 -0.04 0.00 0.00 0.00 0.00 22 7- 17 1 2.04 0.07 0.00 0.00 0.00 0.00 2 2.03 0.04 0.00 0.00 0.00 -0.10 3 2.03 0.00 0.00 0.00 0.00 -0.13 4 2.02 -0.04 0.00 0.00 0.00 -0.10 5 2.02 -0.07 0.00 0.00 0.00 -0.00 23 8- 17 1 0.05 0.02 0.00 0.00 0.00 0.00 2 0.05 0.01 0.00 0.00 0.00 -0.01 3 0.05 0.00 0.00 0.00 0.00 -0.02 4 0.04 -0.01 0.00 0.00 0.00 -0.01 5 0.04 -0.02 0.00 0.00 0.00 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS < Member Stresses, LC Member Shear Shear + Sec Axial y -y z -z Ksi Ksi Ksi 1 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.07 0.06 0.05 0.04 0.03 0.01 0.01 0.01 0.01 0.01 Job : 96083 Page: 8 Date: 10/25/96 (.9., nv 1 : DEAD LOAD > Bending + y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi--- 0.00 0.00 0.00 0.00 0.39 -0.39 0.05 -0.05 0.72 -0.72 0.10 -0.10 1.01 -1.01 0.15 -0.15 1.23 -1.23 0.20 -0.20 2 1 2 3 4 5 -0.00 -0.00 - 0.00 -0.00 - 0.00 -0.03 -0.04 -0.05 -0.06 - 0.07 -0.01 -0.01 -0.01 -0.01 -0.01 1.23 1.01 0.73 0.39 0.00 -1.23 -1.01 -0.73 -0.39 -0.00 0.20 0.15 0.10 0.05 0.00 -0.20 -0.15 -0.10 -0.05 0.00 3 1 2 3 4 5 0.01 0.01 0.01 0.01 0.00 0.06 0.05 0.05 0.04 0.03 0.01 0.01 0.01 0.01 0.01 0.00 0.34 0.63 0.87 1.05 0.00 -0.34 - 0.63 - 0.87 - 1.05 0.00 0.04 0.08 0.12 0.16 0.00 -0.04 - 0.08 -0.12 - 0.16 4 1 2 3 4 5 -0.00 -0.01 - 0.01 -0.01 -0.01 -0.03 -0.04 - 0.05 -0.05 -0.06 -0.01 -0.01 -0.01 -0.01 -0.01 1.05 0.87 0.63 0.34 -0.00 -1.05 -0.87 -0.63 -0.34 0.00 0.16 0.12 0.08 0.04 0.00 -0.16 -0.12 -0.08 -0.04 0.00 5 1 2 3 4 5 0.97 0.97 0.97 0.97 0.97 0.12 0.11 0.10 0.09 0.08 0.02 0.02 0.02 0.02 0.02 0.00 0.66 1.27 1.83 2.33 0.00 -0.66 -1.27 - 1.83 -2.33 0.00 0.10 0.20 0.30 0.39 0.00 -0.10 -0.20 -0.30 -0.39 6 1 2 3 4 5 0.89 0.89 0.89 0.89 0.89 0.05 0.04 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 2.33 2.57 2.75 2.88 2.95 -2.33 -2.57 -2.75 -2.88 -2.95 0.39 0.43 0.46 0.50 0.53 -0.39 -0.43 -0.46 -0.50 - 0.53 7 1 2 3 4 5 0.58 0.58 0.58 0.58 0.58 -0.01 -0.02 -0.03 - 0.04 -0.05 - 0.03 -0.03 -0.03 -0.03 -0.03 2.95 2.86 2.72 2.52 2.27 - 2.95 - 2.86 - 2.72 - 2.52 -2.27 0.53 0.41 0.29 0.16 0.04 - 0.53 -0.41 - 0.29 - 0.16 - 0.04 8 1 2 3 4 0.58 0.58 0.58 0.58 -0.03 -0.04 -0.06 -0.07 -0.00 - 0.00 -0.00 -0.00 2.27 1.93 1.43 0.79 -2.27 -1.93 - 1.43 -0.79 0.04 0.03 0.02 0.01 -0.04 -0.03 -0.02 -0.01 11.0 tor IA. • RISA -3D (R) Version 2.1 Engineers Northwest 6569 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 9 Date: 10/25/96 < Member Stresses, LC 1 : DEAD LOAD > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi--- 5 0.57 -0.09 -0.00 0.00 0.00 0.00 0.00 9 1 0.01 0.04 0.00 0.00 0.00 0.00 0.00 2 0.00 0.02 0.00 0.34 -0.34 0.00 0.00 3 0.00 0.00 0.00 0.45 -0.45 0.00 0.00 4 -0.00 -0.02 0.00 0.34 -0.34 0.00 0.00 5 -0.01 -0.04 0.00 0.00 0.00 0.00 0.00 10 1 0.01 0.04 0.00 0.00 0.00 0.00 0.00 2 0.00 0.02 0.00 0.41 -0.41 0.00 0.00 3 0.00 0.00 0.00 0.55 -0.55 0.00 0.00 4 -0.00 -0.02 0.00 0.41 -0.41 0.00 0.00 5 -0.01 -0.04 0.00 0.00 0.00 0.00 0.00 11 1 -0.01 0.03 0.00 0.00 0.00 0.00 0.00 2 -0.01 0.02 0.00 0.26 -0.26 0.00 0.00 3 -0.01 0.00 0.00 0.35 -0.35 0.00 0.00 4 -0.01 -0.02 0.00 0.26 -0.26 0.00 0.00 5 -0.02 -0.03 0.00 0.00 -0.00 0.00 0.00 12 1 0.01 0.04 0.00 0.00 0.00 0.00 0.00 2 0.01 0.02 0.00 0.34 -0.34 0.00 0.00 3 0.01 0.00 0.00 0.45 -0.45 0.00 0.00 4 0.00 -0.02 0.00 0.34 -0.34 0.00 0.00 5 -0.00 -0.04 0.00 -0.00 0.00 0.00 0.00 13 1 0.01 0.03 0.00 0.00 0.00 0.00 0.00 2 0.00 0.01 0.00 0.20 -0.20 0.00 0.00 3 0.00 0.00 0.00 0.26 -0.26 0.00 0.00 4 -0.00 -0.01 0.00 0.20 -0.20 0.00 0.00 5 -0.01 -0.03 0.00 0.00 -0.00 0.00 0.00 14 1 0.01 0.03 0.00 0.00 0.00 0.00 0.00 2 0.00 0.02 0.00 0.27 -0.27 0.00 0.00 3 0.00 0.00 0.00 0.37 -0.37 0.00 0.00 4 -0.00 -0.02 0.00 0.27 -0.27 0.00 0.00 5 -0.01 -0.03 0.00 -0.00 0.00 0.00 0.00 15 1 -0.01 0.02 0.00 0.00 0.00 0.00 0.00 2 -0.01 0.01 0.00 0.14 -0.14 0.00 0.00 3 -0.02 0.00 0.00 0.19 -0.19 0.00 0.00 4 -0.02 -0.01 0.00 0.14 -0.14 0.00 0.00 5 -0.02 -0.02 0.00 0.00 0.00 0.00 0.00 16 1 0.02 0.03 0.00 0.00 0.00 0.00 0.00 2 0.02 0.02 0.00 0.22 -0.22 0.00 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 10 Date: 10/25/96 < Member Stresses, LC 1 : DEAD LOAD > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi--- 3 0.01 0.00 0.00 0.29 -0.29 0.00 0.00 4 0.01 -0.02 0.00 0.22 -0.22 0.00 0.00 5 0.01 -0.03 0.00 0.00 0.00 0.00 0.00 17 1 0.00 0.02 0.00 0.00 0.00 0.00 0.00 2 0.00 0.01 0.00 0.10 -0.10 0.00 0.00 3 0.00 0.00 0.00 0.13 -0.13 0.00 0.00 4 -0.00 -0.01 0.00 0.10 -0.10 0.00 0.00 5 -0.00 -0.02 0.00 0.00 0.00 0.00 0.00 18 1 0.00 0.03 0.00 0.00 0.00 0.00 0.00 2 0.00 0.01 0.00 0.17 -0.17 0.00 0.00 3 0.00 0.00 0.00 0.23 -0.23 0.00 0.00 4 -0.00 -0.01 0.00 0.17 -0.17 0.00 0.00 5 -0.00 -0.03 0.00 -0.00 0.00 0.00 0.00 19 1 -0.05 0.02 0.00 0.00 0.00 0.00 0.00 2 -0.05 0.01 0.00 0.06 -0.06 0.00 0.00 3 -0.05 0.00 0.00 0.08 -0.08 0.00 0.00 4 -0.05 -0.01 0.00 0.06 -0.06 0.00 0.00 5 -0.05 -0.02 0.00 0.00 0.00 0.00 0.00 20 1 0.10 0.02 0.00 0.00 0.00 0.00 0.00 2 0.09 0.01 0.00 0.14 -0.14 0.00 0.00 3 0.09 0.00 0.00 0.18 -0.18 0.00 0.00 4 0.09 -0.01 0.00 0.14 -0.14 0.00 0.00 5 0.09 -0.02 0.00 -0.00 0.00 0.00 0.00 21 1 -0.13 0.01 0.00 0.00 0.00 0.00 0.00 2 -0.13 0.01 0.00 0.03 -0.03 0.00 0.00 3 -0.14 0.00 0.00 0.04 -0.04 0.00 0.00 4 -0.14 -0.01 0.00 0.03 -0.03 0.00 0.00 5 -0.14 -0.01 0.00 0.00 0.00 0.00 0.00 22 1 0.36 0.02 0.00 0.00 0.00 0.00 0.00 2 0.36 0.01 0.00 0.11 -0.11 0.00 0.00 3 0.36 0.00 0.00 0.14 -0.14 0.00 0.00 4 0.36 -0.01 0.00 0.11 -0.11 0.00 0.00 5 0.36 -0.02 0.00 0.00 -0.00 0.00 0.00 23 1 0.01 0.01 0.00 0.00 0.00 0.00 0.00 2 0.01 0.00 0.00 0.01 -0.01 0.00 0.00 3 0.01 0.00 0.00 0.02 -0.02 0.00 0.00 4 0.01 -0.00 0.00 0.01 -0.01 0.00 0.00 5 0.01 -0.01 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 11 O Date: 10/25/96 < Member Deflections, LC 1 : DEAD LOAD > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad rad rad ---- 1 1 0.000 0.000 0.000 0.00082 NC NC 2 -0.000 -0.009 -0.003 0.00082 8710.7 NC 3 -0.000 -0.017 -0.005 0.00082 4686.7 NC 4 -0.000 -0.022 -0.006 0.00082 3551.7 NC 5 -0.000 -0.024 -0.007 0.00082 3252.3 NC 2 1 -0.000 -0.024 -0.007 0.00082 NC NC 2 -0.000 -0.022 -0.006 0.00082 NC NC 3 -0.000 -0.017 -0.005 0.00082 NC NC 4 -0.000 -0.009 -0.003 0.00082 5201.3 NC 5 0.000 0.000 0.000 0.00082 3257.1 NC 3 1 0.000 0.000 0.000 0.00082 NC NC 2 -0.000 -0.008 -0.002 0.00082 NC NC 3 -0.000 -0.014 -0.004 0.00082 5439.9 NC 4 -0.000 -0.019 -0.005 0.00082 4129.0 NC 5 -0.000 -0.021 -0.006 0.00083 3784.8 NC 4 1 -0.000 -0.021 -0.006 0.00083 NC NC 2 -0.000 -0.019 -0.005 0.00083 NC NC 3 -0.000 -0.014 -0.004 0.00083 NC NC 4 -0.000 -0.008 -0.002 0.00083 6054.3 NC 5 0.000 0.000 0.000 0.00083 3784.8 NC 5 1 0.000 0.000 0.000 0.00083 NC NC 2 -0.001 -0.061 -0.016 0.00083 1277.1 4768.39453 3 -0.001 -0.121 -0.032 0.00083 650.1 2432.56934 4 -0.002 -0.176 -0.047 0.00083 446.5 1678.46887 5 -0.003 -0.225 -0.059 0.00083 349.1 1323.70911 6 1 -0.003 -0.225 -0.059 0.00083 NC NC 2 -0.003 -0.266 -0.069 0.00083 1901.7 7881.89795 3 -0.004 -0.298 -0.076 0.00083 1059.8 4596.03076 4 -0.004 -0.322 -0.080 0.00083 802.8 3713.94824 5 -0.005 -0.336 -0.081 0.00083 701.0 3583.73438 7 1 -0.005 -0.336 -0.081 0.00083 NC NC 2 -0.005 -0.341 -0.078 0.00083 NC NC 3 -0.006 -0.336 -0.073 0.00083 NC 9836.12207 4 -0.006 -0.322 -0.066 0.00083 5361.1 5157.02881 5 -0.007 -0.299 -0.058 0.00083 2122.1 3332.85620 8 1 0.003 -0.299 -0.058 0.00084 NC NC 2 0.002 -0.246 -0.044 0.00084 2431.4 9488.07227 3 0.001 -0.175 -0.030 0.00084 1045.3 4645.23242 4 0.001 -0.091 -0.015 0.00084 624.4 3047.45703 RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 12 Date: 10/25/96 e < Member Deflections, LC 1 : DEAD LOAD > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad rad rad ---- 5 0.000 0.000 0.000 0.00084 434.6 2259.86182 9 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.008 0.000 0.00000 NC NC 3 0.000 -0.011 0.000 0.00000 NC NC 4 0.000 -0.008 0.000 0.00000 NC NC 5 0.000 0.000 0.000 0.00000 NC NC 10 1 0.000 0.000 0.000 0.00018 NC NC 2 0.000 -0.011 0.000 0.00018 NC NC 3 0.000 -0.016 0.000 0.00018 NC NC 4 0.000 -0.011 0.000 0.00018 NC NC 5 0.000 0.000 0.000 0.00018 NC NC 11 1 -0.000 -0.025 0.000 0.00020 NC NC 2 -0.000 -0.023 0.000 0.00020 NC NC 3 -0.000 -0.019 0.000 0.00020 NC NC 4 -0.000 -0.011 0.000 0.00020 NC NC 5 0.000 0.000 0.000 0.00020 5753.2 NC 12 1 0.000 -0.025 -0.003 0.00055 NC NC 2 0.000 -0.026 -0.003 0.00055 NC NC 3 0.000 -0.023 -0.002 0.00055 NC NC 4 0.000 -0.014 -0.001 0.00055 NC NC 5 0.000 0.000 0.000 0.00055 6563.0 NC 13 1 0.000 0.000 0.000 0.00062 NC NC 2 0.000 -0.003 0.000 0.00062 NC NC 3 0.000 -0.004 0.000 0.00062 NC NC 4 0.000 -0.003 0.000 0.00062 NC NC 5 0.000 0.000 0.000 0.00062 NC NC 14 1 0.000 0.000 0.000 0.00017 NC NC 2 0.000 -0.005 0.000 0.00017 NC NC 3 0.000 -0.007 0.000 0.00017 NC NC 4 0.000 -0.005 0.000 0.00017 NC NC 5 0.000 0.000 0.000 0.00017 NC NC 15 1 -0.000 -0.021 0.000 0.00020 NC NC 2 -0.000 -0.017 0.000 0.00020 NC NC 3 -0.000 -0.013 0.000 0.00020 NC NC 4 -0.000 -0.007 0.000 0.00020 7215.9 NC 5 0.000 0.000 0.000 0.00020 4949.0 NC 16 1 0.000 -0.021 -0.003 0.00063 NC NC 2 0.000 -0.019 -0.003 0.00063 NC NC RISA -3D (R) Version 2.1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 13 Date: 10/25/96 rj0 < Member Deflections, LC 1 : DEAD LOAD > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad rad rad ---- 3 0.000 -0.015 -0.002 0.00063 NC NC 4 0.000 -0.008 -0.001 0.00063 NC NC 5 0.000 0.000 0.000 0.00063 6161.3 NC 17 1 0.000 0.000 0.000 0.00077 NC NC 2 0.000 -0.001 0.000 0.00077 NC NC 3 0.000 -0.001 0.000 0.00077 NC NC 4 0.000 -0.001 0.000 0.00077 NC NC 5 0.000 0.000 0.000 0.00077 NC NC 18 1 0.000 0.000 0.000 0.00188 NC NC 2 0.000 -0.002 0.000 0.00188 NC NC 3 0.000 -0.003 0.000 0.00188 NC NC 4 0.000 -0.002 0.000 0.00188 NC NC 5 0.000 0.000 0.000 0.00188 NC NC 19 1 -0.000 -0.232 0.001 0.00251 NC NC 2 -0.000 -0.174 0.000 0.00251 1182.9 NC 3 -0.000 -0.116 0.000 0.00251 590.7 NC 4 -0.000 -0.058 0.000 0.00251 393.2 NC 5 0.000 0.000 0.000 0.00251 294.5 NC 20 1 0.000 -0.228 -0.046 0.00185 NC NC 2 0.000 -0.172 -0.034 0.00185 1834.4 8950.22949 3 0.000 -0.116 -0.023 0.00185 911.3 4475.11523 4 0.000 -0.058 -0.011 0.00185 602.8 2983.41016 5 0.000 0.000 0.000 0.00185 448.9 2237.55762 21 1 -0.000 -0.346 0.002 0.00064 NC NC 2 -0.000 -0.260 0.001 0.00064 572.5 NC 3 -0.000 -0.173 0.001 0.00064 286.2 NC 4 -0.000 -0.087 0.000 0.00064 190.7 NC 5 0.000 0.000 0.000 0.00064 143.0 NC 22 1 0.001 -0.339 -0.070 0.00093 NC NC 2 0.001 -0.255 -0.052 0.00093 1079.9 5184.96240 3 0.001 -0.170 -0.035 0.00093 538.5 2592.48169 4 0.000 -0.085 -0.017 0.00093 357.8 1728.32117 5 0.000 0.000 0.000 0.00093 267.6 1296.24084 23 1 0.000 -0.305 0.003 -0.00115 NC NC 2 0.000 -0.229 0.002 -0.00115 401.4 NC 3 0.000 -0.152 0.001 -0.00115 200.7 NC 4 0.000 -0.076 0.001 -0.00115 133.8 NC 5 0.000 0.000 0.000 -0.00115 100.3 NC RISA -3D (R) Version 2.1 Engineers Northwest 68'69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 14 Date: 10/25/96 V' < Member Section Torsion, LC 1 : DEAD LOAD > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 1 1- 2 1 0.00 0.00 - No Warping 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 2 2- 3 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 3 3- 4 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 4 4- 5 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 5 5- 6 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 6 6- 7 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 7 7- 8 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 8 8- 9 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 . RISA -3D (R) Version 2.1 Engineers Northwest 68'69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 15 Date: 10/25/96 ov, < Member Section Torsion, LC 1 : DEAD LOAD > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 5 0.00 0.00 9 1- 10 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 10 1- 11 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 11 2- 11 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 12 2- 12 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 13 3- 12 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 14 3- 13 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 15 4- 13 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 16 4- 14 1 0.00 0.00 - No Warping - 2 0.00 0.00 RISA -3D (R) Version 2.1 Engineers Northwest 68"69 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 16 Date: 10/25/96 < Member Section Torsion, LC 1 : DEAD LOAD > Member Joints Torsion Warp Shear Warp Bending I- J Sec Torque Shear y -y z -z z -top z -bot K -ft Ksi Ksi Ksi Ksi Ksi--- 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 17 5- 14 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 18 5- 15 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 19 6- 15 1 -0.00 -0.00 - No Warping - 2 -0.00 -0.00 3 -0.00 -0.00 4 -0.00 -0.00 5 -0.00 -0.00 20 6- 16 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 21 7- 16 1 0.00 0.00 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 - No Warping - 22 7- 17 1 0.00 0.00 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 - No Warping - 23 8- 17 1 0.00 0.00 - No Warping - 2 0.00 0.00 3 0.00 0.00 4 0.00 0.00 5 0.00 0.00 !nx RISA -3D (R) Version 2.1 Engineers Northwest 6859 Woodlawn Ave, NE, Suite 205 ,•Seattle, WA 98115 OPTICAL TUBE TRELLIS Job : 96083 Page: 17 Date: 10/25/96 < Member AISC Unity Checks, LC 1 : DEAD LOAD > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi---Ksi---Ksi 6 6 7 0.149 5 0.002 ly 23.05 27.60 30.36 1.00 0.90 0.85 H1-2 7 7 8 0.137 1 0.003 5y 23.05 27.60 30.36 1.00 0.63 0.85 H1-2 5 5 6 0.128 5 0.006 ly 23.04 27.60 30.36 1.00 0.60 1.00 H1-1 8 8 9 0.108 1 0.005 5y 18.32 27.60 30.36 1.00 0.60 1.00 H1-3 1 1 2 0.048 5 0.004 1y 23.05 27.60 30.36 1.00 0.60 1.00 H1-2 2 2 3 0.048 1 0.004 5y 23.04 27.60 30.36 1.00 0.60 1.00 H2-1 3 3 4 0.041 5 0.003 1y 23.05 27.60 30.36 1.00 0.60 1.00 H1-2 4 4 5 0.041 1 0.003 5y 23.05 27.60 30.36 1.00 0.60 1.00 H2-1 22 7 17 0.021 3 0.001 1y 22.03 27.60 30.36 1.00 0.60 1.00 H1-3 10 1 11 0.020 3 0.002 1y 12.58 27.60 27.60 1.00 0.60 1.00 H1-1 12 2 12 0.017 3 0.002 5y 14.67 27.60 27.60 1.00 0.60 1.00 H1-3 9 1 10 0.016 3 0.002 ly 14.65 27.60 27.60 1.00 0.60 1.00 H1-1 14 3 13 0.013 3 0.002 1y 16.57 27.60 27.60 1.00 0.60 1.00 H1-1 11 2 11 0.013 3 0.002 1y 16.81 27.60 27.60 1.00 0.60 1.00 H2-1 20 6 16 0.010 3 0.001 5y 21.01 27.60 30.36 1.00 0.60 1.00 H1-3 16 4 14 0.010 3 0.002 1y 18.26 27.60 30.36 1.00 0.60 1.00 H1-3 13 3 12 0.009 3 0.002 1y 18.81 27.60 30.36 1.00 0.60 1.00 H1-1 18 5 15 0.008 3 0.001 5y 19.74 27.60 30.36 1.00 0.60 1.00 H1-1 15 4 13 0.007 3 0.001 ly 20.64 27.60 30.36 1.00 0.60 1.00 H2-1 21 7 16 0.006 3 0.001 5y 25.13 27.60 30.36 1.00 0.60 1.00 H2-1 19 6 15 0.004 3 0.001 1y 23.81 27.60 30.36 1.00 0.60 1.00 H2-1 17 5 14 0.004 3 0.001 5y 22.31 27.60 30.36 1.00 0.60 1.00 1-11-1 23 8 17 0.001 3 0.000 1y 26.25 27.60 30.36 1.00 0.60 1.00 H1-3 < Plate/Shell Forces, LC 1 : DEAD LOAD > No. Label Qx Qy Mx My Mxy (R,S) Fx Fy Fxy (values are per linear ft) K K K-ft,K K -ft K -ft < Plate/Shell Principal Stresses, LC 1 : DEAD LOAD > No. Label == Values are for Top (T) and Bottom (B) Surfaces == (R,S) Sigmal Sigma2 Tau Max Angle Von Mises Ksi Ksi Ksi rad Ksi < Redesign Shapes, LC 1 : DEAD LOAD > Section Suggested Alternate Shapes Set 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 1 : DEAD LOAD > Section Database Total Total Set Shape Length Weight ft K TRLS TU8X4X4 198.53 3.78 NORTHWEST w LT' PRICECOSTCO %11� REGIONAL OPTICAL FACILITY 11 m SAXON DRIVE R SOUTH CENT -TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS SEPTEMBER 25, 1996 ENW JOB NO. 96083 DESIGN CRITERIA CODE: 1994 UBC WIND: 80 MPH, EXPOSURE C SEISMIC: ZONE 3 RECEIVED CITY OF TUKWILA SEP 2 7 1996 PERMIT CENTER ENGINEERS NORTHWEST, INC. P.S. • STRUCTURAL ENGINEERS ����� 6889 WOODLAWN AVENUE N.E. SEATTLE. WA 98115 (2051 525-7580 FAX (208) 522 CERTIFICATE OF DESIGN CONFORMANCE (January 14, 19941 This Certificate is to affirm that all components of the Metal Building System described below to be supplied by the named supplier, have been or . will be designed in accordance with the following Codes and Standards to carry the Toads and load combinations specified. DESCRIPTION Building Name & Site Location: PRJGECosrc.o)/NG.-REG/ONA1..Op-rIGAe.-Moo $Axcp,&Da.T4.KW/L.b.,WA. Metal Building Supplier's Name: VAR.cL- Prt4,tuEN/ Bo L.Q+rx;s Building Department Contact: E3 c» -E.)et.J or GTO Phone No:(Zoro) 431— 30'O 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) 19 9 4 LA a C Code Supplements & Dates WASH. STATE A n+Mze +kra FAsr ro SE'cr•o•.) 2.2 t f.10. t3 (MBMA Code will not be used in this project) 3. DESIGN LOADS a. Roof Live Load: -- (psf) SA'ESNOV,/ LoA6� b. Snow Load: Basic ground snow Toad 35.4 I (psf) Basic roof snow load 25 (psf) Importance factor (.0 , snow exposure factor Cell 0.7 Drifting snow (is/is not) required in the design c. Seismic: Zone 2, , Importance factor i.0 * Mechanical & Refrigeration unit loads will be picked up at the point of the units & transferred into the lateral system. * Sprinkler lines will be braced to bottom of main frame or bottom chord of steel truss, by the sprinkler contractor. Metal Building Supplier will pick up these loads at this point & transfer them into the lateral system. d. Wind Load: Basic wind speed 80 (mph) Exposure r Importance factor I. 0 Collateral loads were not included in uplift design e. Collateral Load (not including mechanical units or draft curtains) Joist 8 psf or 6.5 psf plus sprinkler concentrated loads whichever is more critical Frames 4 psf f. Dead Loads: Weight of roof structure (psf) g. Special Loads: The following special Toads were considered: Mechanical equipment on roof Sprinkler lines, canopy & other reactions as noted on structural drawings h. Load Combinations: All code required load combinations were used in the building design Column reactions from these Toad combinations have been given to the foundation engineer i. Lateral building drift at all points is limited to Eave Height/100 j. All special design requirements for the roof diaphragm indicated on the structural drawings (see UBC Section 2331) have been complied with. Hardwall building only k. Loads 3a - 3d have been verified by Engineer's Initials 4. CERTIFICATION BY THE STEEL BUILDING ENGINEER , a Professional Engineer registered or licensed to practice in the State/Providence of , hereby certify that I have reviewed the design for the Metal Building System described. I certify that the foregoing statements initialed by me are true. Professional Seal Authorized Signature Name Title Affiliation Date ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 - FAX # (206) 522-6696 .. No. a bot.. Joe NAME G DfiC.O _ OPria-Le DATE 9116 SUBJECT ' M eTAL... QC•Fr0�0 E.00 C. AS TcI / A1N SHEET OF F/1.AIt4 en e 31 f - OM CAG /� BY P * l VE2T/cAL iII VERTKAc. now�►CM 1 '1 u p REs►sr.0001 2.46A. Rc c r oecit NC (ep4c-Awm. ÷ IVEAANEot 3(AM) 1.24 psF f 4 24p3r /Nuc. sA-riof.) Cie -1 9 x 4)') o,4127. CA t6 mak~ SEYt,,c3.Tt.13T3 e 5�/c. (SJ=) 4OrsPA . 2 0 Cc) Lc- A T EYt.AL ' 4.00 ' 0I,2S0O W►iD►P F/LAWtE$ 2 .Oo 1; �O 1O.O0psF 413Opsir I1;oP4F 6,0P4F 2.2 Dead Loads 2.2.1 Building Dead Loads — The weight of the building sys- tem, such as roof, framing and covering members. . 2.2.2 Collateral Loads -- The weight of additional permanent materials other than the building system, such as sprink- lers, mechanical systems, electrical systems, partitions, and ceilings. 2.3 Roof Live Loads Loads .that are produced (1) during maintenance by workers, equipment, and materials, and (2) during the life of the structure by movable objects but do not include wind, snow, seismic or dead loads. 2.4 Roof Snow Loads The vertical load induced by the -weight of snow, assumed to act on the horizontal projection on the roof of the structure. 2.5 Seismic Loads The lateral load acting in any horizontal direction on a structural system due to the action of an earthquake. 2.6 Wind Loads The load caused by the wind from any horizontal direction. ENGINEERS- NORTHWEST iNC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522.6606 coo No. 7 0 .an Joe NAME DATE 916 SUBJECT p(R1 VetcAL4 bow Ft( SHEET • OF BY 4t uZ. gu WIt.l. (wbr5r CASE C*atxtt 'ID) Map Wr 50Ab uN ITS (j') W W1' 2�i t 2 'WRY cm) '-v" uJA4+1•- 29- X , D7 - `A1-i`/F- w/D RcoF . T6i 17,15)c 'is - .�3 2.1� 240 v-Irc � � - /,off 1NrN. C3-1 (JO AU, 6% = 24- 1t 5,3' Baru = 27,3 wkta, 2 ,33, k , 2,113 f'f e-, xI6 k, IS = x,36 2.3 �/FT" 4 -43‘h -r-- /A Mir.) (3) 04, P1 22 + 2 Ruof '14' tU ?4 X 1'016 = g� 'CCS h x1+,15= ,23 cAkioPY RAF 7412.x .o, = 0133, 2.43 irr 143/2:z la/ 1 kW gist ILO M44 601.41r. r161 ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 5224600 Joe No. Ci��1D V`N Joe NAME Ciby'{�rGOovalDATE SUBJECT ' Y I I/ S/ 0 Wilk ti �j ?Ix F • ,' SHEET OF BY a l7 L UPsi r r %Ce 4$ (t° ?IA A 1 ') C= @ Mork) r)t nr 2) (kr. fits ixoci171 ') G - O'7D 5i -o4' 4 t:12 (Act Roos Sl -We 5 Vq-: NotP5 F @ €o /APO it 13(1 17 1F CSR UPUF T 4.5 PF Mil, t>l C. Fri 6110f NBT U PSI FT A9APAO3 ht0 VAVn mit* acts Vj- Wit kaW.WJs::alGuir.ama_� ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE. N.E. SEATTLE WA 98115 Project Name : COSTCO Run description: Qs=2.0kst 4 c ruuui SPREAD FOOTING DESIGN Version 1.0 1987 CONCRETE F'c (KSI).. 2.50 STEEL Fy (KSI)..60.00 ALLOWABLE 50IL PRESSURE (KSF).. 2.0 ULTIMATE FACTOR 1.7 MIN REBAR SPACING (IN)..100.0 It FOOTING FOOTING MK ALL. LOAD DEPTH MARK (kips) (in) >< P0001 SHEET No -1- 03-01-1993 DIST. FROM BOT OF FOOTING TO CG OF REBAR..(IN).. 4.50 COLUMN DIMENSION -X AXIS- (IN).. 10.0 COLUMN DIMENSION -Y AXIS- (IN).. 10.0 MIN REBAR SIZE (4).. 4 7AX REBAR SIZE (1)..11 SCHEDULE :it REINF. -X- REINF. -Y- REINF. -X- REINF. -Y- (in"2) (in"2) >< >< > < > < ) < > F 3.0 17.0 9.0 0.58 0.58 3# 4 31 4 F 3.5 23.1 9.0 0.68 0.68 31 5 34 5 F 4.0 30.0 10.0 0.86 0.86 34 5 34 5 F 4.5 37.7 11.0 1.07 1.07 41 5 44 5 F 5.0 46.3 12.0 1.30 1.30 54 5 54 5 F 5.5 56.0 12.0 1.46 1.46 54 5 54 5 F 6.0 66.2 13.0 1.70 1.70 61 5 63 5 F 6.5 77.1 14.0 1.97 1.97 71 5 74 5 F 7.0 38.8 15.0 2.27 2.27 64 6 61 6 F 7.5 101.3 16.0 2.59 2.59 6# 6 64 6 F 8.0 114.4 17.0 2.94 2.94 74 6 74 6 F 8.5 128.2 19.0 3.30 3.30 8E 6 84 6 F 9.0 142.8 19.0 3.69 3.69 9# 5 94 6 F 9.5 157.9 20.0 4.10 4.10 101 6 10# 6 F10.0 173.8 21,0 4.54 4.54 111 6 111 6 F10.5 190.2 .0 4,99 4.99 121 6 12# 6 F11.0 207.2 23.0 5.46 5.46 10# 7 104 7 F11.5 221.3 24.0 5.36 5.96 10# 7 10# 7 F12.0 242.0 25.0 6.48 6.48 114 7 114 7 F12.5 261.7 26,0 7.02 7.02 121 7 121 7 F13.0 281.0 27.0 7.58 7.58 131 7 131 7 F13,5 303.0 27.0 7.87 7.87 141 7 141 7 F14.0 323.4 28.0 8.47 8.47 154 7 151 7 F14.5 344.3 29.0 9.08 9.08 161 7 16* 1 F15.0 365.6 30.0 9.72 3.72 171 7 171 7 F15.5 387.4 31.0 10.28 10.38 181 7 181 7 F16.0 409.6 32.0 11.06 11.06 140 8 14# 8 ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. SUITE 205 SEATTLE, WA. 98115 JOB NO. JOB NAME COSTCO DATE _ SUI$»JEC( INTERIOR FOOTING DESIGN SHEET OF BY 440 (WJE: rap Zqr. wc�� FOOTING UPLIFT *2 "no rebar in slab on grade" Soil taken (0 30 degrees out from top of ftg. slab weight footing wt.= soil weight = 0.144 kcf F'c = 3000 psi 0.15 kcf F to allowed 178 psi 0.1 kcf As min.= .0018(B)tf(144) D B tf is P P P Ptot. qu Mu(-) .ftu As in. ft. ft. in. ftg. soil slab up .up ftg. top min. kips kips kips kips ksf kft/ft psi in"2 12 5 1 6 3.75 1.40 2.24 7.39 0.38 1.20 89 1.30 12 5.5 1 6 4.54 1.68 2.66 8.87 0.38 1.44 107 1.43 12 6 1.08 6 5.83 1.98 3.11 10.92 0.39 1.78 107 1.68 12 6.5 1.17 6 7.41 2.30 3.61 13.33 0.41 2.17 107 1.97 12 7 1.25 6 9.19 2.66 4.13 15.98 0.42 2.60 108 2.27 12 7.5 1.33 6 11.22 3.03 4.70 18.95 0.44 3.08 110 2.59 12 8 1.42 6 13.63 3.44 5.30 22.36 0.45 3.63 111 2.94 12 8.5 1.5 6 16.26 3.86 5.93 .26.05 0.47 4.23 113 3.30 12 9 1.58 6 19.20 4.31 6.60 ;30.12 0.48 4.89 115 3.69 12 9.5 1.67 6 22.61 4.79 7.31 ,34.71 0.50 5.64 117 4.11 ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE.N.E. SUITE 205 SEATTLE, WA. 98115 JOB NO. JOB NAME COSTCO SUBJECT INTERIOR FOOTING DESIGN 12 10 1.75 6 26.25 5.29 8.06 39.60 0.51 6.43 119 4.54 12 10.5 2 6 33.08 5.82 8.83 47.73 0.56 7.76 106 5.44 12 11 2 6 36.30 6.37 9.65 52.32 0.56 8.50 116 5.70 ftu is based on tf minus 3". IF ftu SHOWES "N.G." THEN TOP REINF'T IS REQUIRED • 1 '�'rMe.rrwrv�n.wa..�wu..«r.�.w.rr.w......+ve wc.n..biWYHMkW.v.ilVMl�lgfGN+aMh4M9�btli'.�4+Y�.! TO: EHGEG HG THWEST SEP -05—' 96 T'r 14:2 7 3f'1=11,1 ct is r bt ENG TEL MD: 2139 5680 n4948 P01 SPAN CONSTRUCTION & ENGINEERING, INC. MEMORANDUM TO: Lou Chaffos Mulvanny Partnership FROM: George Goddard PATE: September 5, 1996 RE: PriceCostco Optical Tukwila, Washington Enclosed are preliminary Reactions for the Tukwila project for your use. /kat Enclosure (5) via fax cc/enc: Engineers Northwest • 1841 HOWARD RD. MADERA, CA 93837 (209) 881•1111 FAX (209) 971.0800 VARCO-PRUDEN 4uIIUIng; • Leo• MO. 791,15.1 fRESHO AREA (209) 288.9000 FAX (209) 233-1818 09/05/96 15:16 TX/RX NO.8142 P.001 • TO: ENGRS NOi l HIES 1 SEP -05-'96 96 T'MJ 14:08 i ;PRN CONST & ENG TEL NO: 209 ( 0600 0940 P02 39,'03 %96 , TEC.14:09 FAX 901 537 5114 NATIONAL SERVICE TEAR 4.4-' SPAN CONST. GODD ib003 TGA A U,MdDominion CompetV Corporate Accounts Service Teem September 5, 1996 Re: PRICECOSTCO - Tukwila. WA - Preliminary Reactions The preliminary reactions on the following pages are based upon: 1994 UBC Roof Snow Load .25 psf Snow buildup is considered Dead Load = 6 psf Collateral Load = 8 psf Basic Wind Speed = 8D mph , Exp, C Gross Wind Uplift on Roof =12.4 psf Seismic Zone .3 .1.= 1 TdVAC & Sprinkler loads are not included Sincerely, Ric Slocum, P1✓' 004 400 NM *N* P00411- 0/lit-0IfT Tin 111 4010 fa 101 4114 09/05/96 15:16 TX/RX NO.8142 P.002 1 1 1..1: LINI3h<t) NUM i tiluOt:tD THU 14:08 j "iactekt CONST & ENG TEL NO: 209 f 0500 t3940 P?3 OF:05;96 THU 1$:10,FAX 901 637 8214 NATIONAL SERVICE TEAM 4'4'. SPAN CONST. 0300 NOTES: 1, A11 reallona are In Kips. 2. Hy denotes loads parallel to the web of the column. 3. Hx denotes loads perpendicular to the web at the column, 09/05/96 15:16 G:nst\projactsltukwilaArsact TX/RX NO.8142 P.003 • ANCHOR BOLT REACTIONS PRELIMINARY PRICE COSTCO.OPTICAL FACILITY TUKWILA, WA No. W11:11 + Page of Dade _0903.96 Prepared by _SEO Reviewed t' 4. NOTES: 1, A11 reallona are In Kips. 2. Hy denotes loads parallel to the web of the column. 3. Hx denotes loads perpendicular to the web at the column, 09/05/96 15:16 G:nst\projactsltukwilaArsact TX/RX NO.8142 P.003 • ID INe H • RIZON AL. ' ORIZ Mx VERTtC DOWN :TS AL UPLIFT 5 illiralliMMIN.,11 D_ Cinani. 23 21 E� 22 �+ 20 H 1111111111111111111111111111111 e 111.11111111Mill 2 • e H 11111 1 111111 .1.11111111 2 MI 2 8 MIMI 31 16 G.i 58 19 E111111111111 41 , 12 F.5+ 59 19 H 27 11 EOM IIIIII #111ffralmna28 15 58 16 � � 42 r2 + 5B 171111111111111111111111111111111111111=111111111 111111111111111111111111111 NOTES: 1, A11 reallona are In Kips. 2. Hy denotes loads parallel to the web of the column. 3. Hx denotes loads perpendicular to the web at the column, 09/05/96 15:16 G:nst\projactsltukwilaArsact TX/RX NO.8142 P.003 • TO: EN6RS NOFrTHEAJES T ._ ...v :..SEP—QS--' 96 THU 14:09 j 3PAN CONST et EM3 9'05/88 '[HC 14:10 F.&.i 901, 537 8214 TEL M?: 209 NATIONAL SERVICE TEAM 0'� #940 PO4 -• SPAN CONST. CORD ANCHOR BOLT REACTIONS POIL/d!#NAJPY PRICE COSTCO - OPTICAL FACILITY TUKWILA. WA No. Page _ of Data 09-03-96 Prepared by SEO R i`1 4.1 *3R 0 U ` ' ORI H • NTAI. srommo Wald e 1. Ilikeial GOWN morms 4.2 8 ammo H IIIII I amummuminmummui MOM nsm10 IMIN Timm liar 1 IIIIII 8 IlliffrallilinallIMINI 19 14 B 40 EININSIIIIIIIIII URI -= _I E4 1111111M 11 F.7 17 H 1.1111,111111111.91=11111P1111111=1=1 5.3 H � 0111111111111011111111111111111.111111111 11M 2 01111 11111121011111MININIIIIII 11111110.10/11111111/11111 1111=11111111111111111111111111111 11111111111111011111111111111111111111 IIIIMMINEMENNININIIIIIIIIIIIIIIIIIIMMINIIIIIIIIMII 1111111111111111111111111111111111111111 11111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111.11111111 NOTES: 1. M reatiorIs are M Kips. 2. Hyp denotes toads parallel to the web of the column. 3. Hx denotes loads perpendicular to the web of the column. 09/05/96 15:16 Ci:nstlprojects\tukwlla\react TX/RX NO.8142 P.004 • - -. ---- L.SE - 9 -' 96�MU14: Q9��j"�' (,F N 1-1WOP~!`"ST & ENG TEL NO: les c n9,05:96 THU 14:11 FAX 901 537 $214 XAT1ONAL SERVICE TEAK 111111%...Alr Wri ANCHOR BOLT REACTIONS PflJL(MNWR1' PRICE COSTCO - OPTICAL FACILITY TUKWILA, WA Qs©0 4,41.1 4940 P05 SPA' CONST. CODD V1008 No. Page .ot Date 09.03.98 Prepared by _SEP Rwtewed tr /eEi FRAME LINN •- • NE NORIIONTAL H HOiCIZONTAL VEK lCAL ' 1 Ha DOWN 1/�T1CAL uP1-1t=1' 11 6 A 1 23 B I 45 19 C.? 67 19 15 [ 111111111.1111111111H 47 46 A „_� 040 rnmpo EN6.3E= 28 Z P L. 1 6.5 111111111/11111 5 8.T A MEM= 2 ---- .-_L. z 21 46 T 1.7 B 48 .� rit.uslimmus 4 ��� =26 F.r :11128e: '1H� L 1111 7.5 MIIIMIIIIIIIIIIIIIIIIIII NOTES: 1. All mations are in Kips. 2. Hy denotes loads parallel to the web of the column. 3, Ha denotes toads perpendicular to the web of the column. 09/05/96 15:16 G:nst\prolects\tukwiletreect TX/RX NO.8142 P.005 • TO: ENGRS NORTHWEST THU 14:/0 ? ;FN CONST & ENG TEL NO:2G9 E 060G #940 Pe6 09/D5,90 THU 14:11 FAA 901 537. 0214 NATIONAL SERVICE TEAR .4»* SPAN CONST. GOOD 411000 . _ ‘,.................. 1 ANCHOR BOLT REACTIONS PESUMWARY PRICE cosrco - OPTICAL FACILITY TUKWILA, WA ,_ No, Fild 4PP Page of Dale 1 .04-03-96 Prepared by ., _SE° , Review& :I I* ____:____ , - ' E UNE 'RIOL" • FV HY 0 AL HOOliZONTAL 1 Hs VittTiar DOWN VERT16AL UPUFT , 12 9 a i 24 20 r r 7 0 0 7 E 7 —F 7 0 11 -.--..-- 9 ..... 7---1- .1. I ..... --, NOTES: 1 All reations are in Kips. 2. Hy denotes oads parallel to the web ot the column. 3. Hx denotes loads perpendicular to the web of the column. etnst‘projectsktukwilaItsact 09/05/96 15:16 TX/RX NO.8142 P.006 (r ENGINEERS NORTHWEST INC. SHEET OF 6869 WOODLAWN AVE N.E. (SUITE 205) SEATTLE, WA. 98115 DRIFTING SNOW INPUT = 'PROJECT:- P/C:- REGIONAL OPTICAL. MN , LOCATIONTUKWII.A�WA: -� SNOW DRIFT CALCULATION WITH 1994 UBC,1993 BOCA or 1994 SBCCI INPUT U or B or S : - U IS ROOF PROJECTION AT BLDG. PERIMETER? YES (YES or NO ?) i.e. PARAPET INPUT THE DESIGN SNOW LOAD = 25 psf IS THE SNOW LOAD A'ROOF" SNOW LRO OAD OR A "GUND" SNOW LOAD? INPUT ROOF OR GROUND : -_, ROOF.. IS THIS DRIFT ON A "LOWER ROOF" or AGAINST A "ROOF PROJECTION ?" INPUT Lr or Rp : - Lr 16.33 :feet HEIGHT OF LOWER ROOF or BOTTOM OF ROOF PROJECTION =1-.,11.33„Yfeet LIMITS ON Wb �. MAX.= 10000 feet MIN. = 50 feet SNOW DRIFT LOADS NEED TO BE CONSIDERED ! hb = 1.45 feet Ce =L • 1 hr = 5 feet Pg = 25.0 psf 1= 1 Pf = 25 psf D = 17.25 pcf Wb = 230 feet 86.3 psf Design Wb = 230 feet Wd = 14.20 feet hd = 3.55 feet DRIFTING SNOW P (lbs.) = 435 Drift properties Wd (ft.) = 14.20 Page 1 d/3 (ft.) = 4.73 Pd (pcf)= 61.3 8/22/96 SNOW94.XLS ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 WIND LOADS PER UNIFORM BUILDING CODE 1994 EDITION EXCEL(UBCWIND) (400 ft. MAX. BLDG. HEIGHT) :;:r ' NOTE : - INPUT IN-'.�.::.:,:� :::;.,...:.:A�-!BOXES JOB NUMBER: 96083 PROJECT NAME: PRICE/COSTCO ;,;.REGIONAL OPTICA DESIGN BY: DATE: 8120196 SITE LOCATION / NOTES: METHO1'LOADINGON ATILT-UPB D;UILDING) SHEET OF BUILDING INFORMATION BUILDING DIMENSIONS: BUILDING WIDTH, W = 160 BUILDING LENGTH, L = 230 BLDG. EAVE HEIGHT, he = : ` _ :19 BLDG. RIDGE HEIGHT, hr 19 j, ROOF SLOPE, s = , 0.125' MEAN ROOF HT., mrh = 19 BUILDING TYPE ENCLOSED . ft. ft. ft. (w/ wall parapets use top of parapet height) ft. (use top of parapet ht. unless ridge is heigher) in./12" ft. (DEFINE AS "ENCLOSED" OR "PARTIALLY ENCLOSED") SITE CONDITIONS WIND LOADS - SECTION 2316 WIND VELOCITY, v = 80 SITE EXPOSURE = C IMPORTANCE FACTOR, Iw = 1.00 WIND FORMULA, P = Ce Cq qs Iw mph psf TABLE NO. 23-F WIND STAGNATION PRESSURE, qs qs = 16.4 psf TABLE NO. 23-G COMBINED HEIGHT EXPOSURE AND GUST FACTOR COEFFICIENT, Ce HEIGHT ABOVE GROUND (ft.) Ce 15 1.06 Ce(max)= 1.116 19 1.12 Page 1 OF 4 8/20/96 UBCWIND.XLS "9IlSi'kikxSdr":BUAtt�ycaiacw�.�.,..«,.+.........�.........«......_......_,�............................r�'rrswamr:.ra.mnra�+�+a+w�aara�.m� ...._...,..._. C ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 TABLE NO. 23-H PRESSURE COEFFICIENTS, Cq 1. PRIMARY FRAMES AND SYSTEMS METHOD :: 1 ` . ; ; ; (NORMAL FORCE METHOD) 1.a. WALLS: WINDWARD 0.8 INWARD LEEWARD 0.5 OUTWARD 1.b. ROOFS: 1.b.1. WIND PERPENDICULAR TO RIDGE, LEEWARD OR FLAT ROOF 0.7 1.b.2. WIND PERPENDICULAR TO RIDGE, WINDWARD ROOF ROOF SLOPE OUTWARD 0.125 in./12" 0.7 OUTWARD 1.b.3. WIND PARALLEL TO RIDGE & FLAT ROOFS 0.7 OUTWARD WIND PRESSURES - PRIMARY FRAMES AND SYSTEMS qs = 16.40 psf 1.a. WALLS WINDWARD LEEWARD (©mrh) HEIGHT ABOVE GROUND (ft.) P P 15 13.91 psf 9.15 psf 19 14.64 psf 9.15 psf 1.b. ROOF 1.b.1. WIND PERPENDICULAR TO RIDGE, LEEWARD OR FLAT ROOF Pfr = 12.81 psf OUTWARD 1.b.2. WIND PERPENDICULAR TO RIDGE, WINDWARD ROOF Pwr = 12.81 psf OUTWARD 1.b.3. WIND PARALLEL WIRIDGE Pwpr = 12.81 psf OUTWARD Page.2 OF 4 8/20/96 UBCWIND.XLS ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 2. ELEMENTS AND COMPONENTS NOT IN AREAS OF DISCONTINUITY NOTE: - (Interpolation may be used for tributary areas between 10 and 100 square feet.) 2.a.1. WALL ELEMENTS - ALL STRUCTURES Cqio = 1.2 Cg1oo = 0.9 INWARD HEIGHT ABOVE GROUND (ft.) Pio (psf) Pioo (psf) 15 20.86 15.65 INWARD 19 21.96 16.47 INWARD 2.a.2. WALL ELEMENTS - ENCLOSED AND UNENCLOSED STRUCTURES Cqio = Pio = Cgioo = P1oo = 1.2 OUTWARD 21.96 psf OUTWARD 0.9 OUTWARD 16.47 psf OUTWARD 2.a.3. WALL ELEMENTS - PARTIALLY ENCLOSED STRUCTURES Cqio = 1.6 OUTWARD Pio = 29.28 psf OUTWARD Cgioo = 1.3 OUTWARD P100 = 23.79 psf OUTWARD 2.a.4. WALL ELEMENTS - PARAPET WALLS Cqio = 1.3 INWARD or OUTWARD Pio = 23.79 psf INWARD or OUTWARD Cgioo = 1.0 INWARD or OUTWARD P100 = 18.30 psf INWARD or OUTWARD 2.b. ROOF ELEMENTS ROOF SLOPE 0.125 in./12" (IF ROOF SLOPE IS GREATER THAN 12:12 USE WALL ELEMENT VALUES) 2.b.1. ROOF ELEMENTS - ENCLOSED AND UNENCLOSED STRUCTURES Cqio = 1.3 OUTWARD Pio = 23.79 psf OUTWARD Cgioo = 1.0 OUTWARD P100 = 18.30 psf OUTWARD Page 3 OF 4 8/20/96 UBCWIND.XLS a'kC.'�.;Rtta+ta�u+ava.m:...v �..........,..r....._.e..�....«......,.�..,. ...+r..w«nmaa ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 2. ELEMENTS AND COMPONENTS NOT IN AREAS OF DISCONTINUITY (cont) 2.b.2. ROOF ELEMENTS - PARTIALLY ENCLOSED STRUCTURES Cg10 = 1.7 OUTWARD P10 = 31.11 OUTWARD Cg100 = 1.4 OUTWARD P100 = 25.62 OUTWARD 3. ELEMENTS AND COMPONENTS IN AREAS OF DISCONTINUITY NOTE: - Discontinuity extent = 10 feet or 0.1 times the least width of the structure, whichever is smaller. Discontinuity width = 10 ft. 3.a. WALL CORNERS Cgio = 1.5 Cgioo = 1.2 Pio (psf) P100 (psf) 27.45 21.96 OUTWARD Cgio = 1.2 Cg100 = 0.9 HEIGHT ABOVE GROUND (ft.) Pio (psf) P100 (psf) 15 20.86 15.65 INWARD 19 21.96 16.47 INWARD 3.b. ROOF EAVES, RAKES OR RIDGES WITHOUT OVERHANGS ROOF SLOPE 0.125 in./12 Cgio = Pio = Cgioo = Pio° = 2.3 UPWARD 42.10 psf UPWARD 1.5 UPWARD 27.45 psf UPWARD 3.c. OVERHANGS AT ROOF EAVES, RAKES OR RIDGES AND CANOPIES FOR SLOPES LESS THAN 2:12 Cg10 = 2.8 UPWARD P10 = 51.25 psf UPWARD Cg100 = 2.0 UPWARD P100 = 36.60 psf UPWARD. Page 4 OF 4 OUTWARD INWARD 8/20/96 UBCWIND.XLS ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6696 :r qW1 n 1lI,Dl41M/ �/ NO. JOB NAME I�./V �' 1iL1`�� DATE q SUBJECT�� LO Ac 7 Pf 'l -i & } r "R Vi P SHEET OF BY fit- 1 iraa"'-T '- rooff ET RI = ti4i�,D'l (on,- �aries) Roof of-fli, otou wi - KAP Acu ff g" mIU 401,112 6044t- lt3 r P'r t2k I2 �r w) I i* I to GSI I,Ui LI Vh 1.16VJ w; 030O)(2115)\1l192 c3vc1 t 1/P1-rgt,v 0 sYsfin11 wl �Mll s4 �pifII ��alfiN b jA 104 \AI 1,4 �, J - 2(ib) ( % 19133)) _ i rL/F p yr (1To ► - (,�i -r') = 1(010 I'U` ta,69 Iz-( 9.i >- 21+1. 69 t (11&11) 110triir (914 1-4 1%(;1)1tS49 tk" `& ..12-(v1)) 64161 YIV tt O►It3(240.#-.rzog t'� 69 (1a = 0. I P X1111)111 t 1104) = 40 19 Vd f/M4 t / t' ,1 193(141")= P F 'MIPRD RPL1 61-RUfie c1tRI�C7 rte' 0' 140 P - AAAAA v,Hoeq' USS 440 Prpto60 056 p''FeP fob \I =(. C14116.fi. ()39)(022AI pie 1014- V, 411417T5 /603S)- - 131,01A- \14e, 32►01A- \4g, 0,1°117/1.- 4Z3 191/f V'�=ti2,6/r1,-- too vLr 6Mikil,7•.laVic.w.Y..n.aK.rni..wcrwxslnwnwt..aww.u+�w...w...waw.n«..«......»...�.,.............. ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6696 00z,"12Joe NoJOB NAME ta9r60 'RP'` Ia1�A� 1a t DATE .- SUBJECT I 1„041). 19L 6I *1M rt7K VIP SHEET O,,'F_ _.�, 11 BY f ��G%�!' `� _tI0MI(> .1(713" r PaWtoki t_ = 1024 _q s rye VO -t v.1 D 3 t o34 fi r114) - 5o4. YU' \N I It MPS ' t112k Ft" (,66 99Ptir ho(v (1,0(1c.4)(►,a)1 111-720,3)44)(1,0 1&.-2.01 to p--- (7 -7 -.(49(P72 -)t ici (4)(11))/)173771 = 2-61t171" ,:1,011ki 0 vJ&4t. is Flo; p 40Atiodit.. .o� Y.w,NwM•/rn.. • • — .\ N. \ / \ N -S / \\ DIAPH. 1 / \ / \\ // �5-g23PU' 42/4=400 P" / / \ / \ / \ / \ / / "'MAX. ROOF' DEFLECTIONS \ \ / .4N -S DIAPH, 1 as / \ / \ 0 DRMi 57Rw7'/GII�D 0 ® O tial4=4-iofar A •Y .UVJ-�i5PyrfrA�*ea' N� �8s 4. t / LA, WW%iv 1 wti �bso N- 5 Plgetrail LATERAL - WIND Q._,.Likrt; KM t-Okr) VVP6RA�� 1.) LOADS SHOWN ACT 1THBR WAY IN THE NORTH/SOUTH DIRECTION. T.) LIMIT DIAPHRAGM DEFLECTION TO DEFLECTIONS INDICATED ABOVE. DIAPHRAGM DEFLECTION TO INCLUDE DELECTION OF WALL SUPPORT BEAM. MAXIMUM ROOF DEFLECTIONS ONLY ARE BASED ON Rw - 8 DIAPHRAGM DEFLECTION LIMITS ARE TO TOP OF ROOF FRAMING, 3.) DESIGN FORCES FOR FLEXIBLE DIAPHRAGMS, AND THEIR CONNECTIONS PROVIDING LATERAL SUPPORT FOR WALLS OF MASONRY , SHALL BE CALCULATED USING AN Rw NOT TO EXCEED 6. • • T T ,••••• ,••••• - - • • " 24K \43 P4f Q ,—'PRAer 4TALT GID .__ - ..._ 1' E -W DIAPH, 1 / 'MAX. ROOF DEFLECTIONS E -W DIAPH.If2 - 1,60" 5.-\14 Dig51,1100 0 0 LATERAL - WIND/ Q. - L Ai KAL i.ot p PIP(6'R 1.) LOADS SHOWN ACT EITHER WAY IN THE EAST/WEST DIRECTION, 2.) LIMIT DIAPHRAGM DEFLECTION TO DEFLECTIONS INDICATED ABOVE, DIAPHRAGM DEFLECTION TO INCLUDE DELECTION OF WALL SUPPORT BEAM. MAXIMUM ROOF DEFLECTIONS ONLY ARE BASED ON Rw - 8. DIAPHRAGM DEFLECTION LIMITS ARE TO TOP OF ROOF FRAMING. 3.) DESIGN FORCES FOR FLEXIBLE DIAPHRAGMS, AND THEIR CONNECTIONS PROVIDING LATERAL SUPPORT FOR WALLS OF MASONRY , SHALL BE CALCULATED USING AN Rw NOT TO EXCEED 6. • ENGINEERS -NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 16.33 8.300z50 X I l } + sox tatoxS 47 +' 5e. r 44 x 14.41 =544-, 563 14q` use 1.45" Page.1 5.943$3 3`t54�i 1%Zo rAt War? 4 Moo" 8/23/96 DRIFT.XLS PRICE COSTCO -- MAXIMUM DIAPHRAGM DEFLECTION 1.) MAX. DEFLECTION TO BE THE SMALLER OF 12H/100 OR (H2/23.44t FOR CMU AND fc11 H2/1320t FOR CONCRETE). a.) WHERE t = ACTUAL WALL THICKNESS b.) WHERE WALLS ARE PARALLEL TO THE ROOF RIDGE, H = LOWEST ROOF ELEVATION ALONG WALL c.) WHERE WALLS ARE PERPENDICULAR TO THE ROOF RIDGE, H = MEAN ROOF ELEVATION ALONG THE WALL fc(psi ) H= 3000 ROOF 12H/100 8" 10" I 12" 6.5 ' HEIGHT DEFLECTION CMU CMU CMU CONC. (in.1 30 29.5 3.60 3.60 3.60 3.30 3.60 3.54 3.54 3.54 3.19 3.54 29 3.48 3.48 3.48 3.09 3.48 28.5 3.42 3.42 3.42 2.98 3.42 28 3.36 3.36 3.36 2.88 3.36 27.5 3.30 3.30 3.30 2.78 3.30 27 3.24 3.24 3.23 2.68 3.24 26.5 3.18 3.18 3.11 2.58 3.18 26 3.12 3.12 3.00 2.48 3.12 25.5 3.06 3.06 2.88 2.39 3.06 25 3.00 3.00 2.77 2.29 3.00 24.5 2.94 2.94 2.66 2.20 2.94 24 2.88 2.88 2.55 2.11 2.88 23.5 2.82 2.82 2.45 2.03 2.82 23 2.76 2.76 2.34 1.94 2.76 22.5 2.70 2.70 2.24 1.86 2.70 22 2.64 2.64 2.15 1.78 2.64 21.5 2.58 2.58 2.05 1.70 2.58 21 2.52 2.47 1.95 1.62 2.52 20.5 2.46 2.35 1.86 1.54 2.46 20 2.40 2.24 1.77 1.47 2.40 19.5 2.34 2.13 1.69 1.40 2.34 19 2.28 2.02 1.60 1.32 2.28 18.5 2.22 1.91 1.52 1.26 2.18 18 2.16 1.81 1.44 1.19 2.07 17.5 2.10 1.71 1.36 1.12 1.96 17 2.04 1.62 1.28 1.06 1.84 16.5 1.98 1.52 1.21 1.00 1.74 16 1.92 1.43 1.13 0.94 1.63 15.5 1.86 1.34 1.06 0.88 1.53 15 1.80 1.26 1.00 0.83 1.44 14.5 1.74 1.18 0.93 0.77 1.34 14 1.68 1.10 0.87 0.72 1.25 16.33 8.300z50 X I l } + sox tatoxS 47 +' 5e. r 44 x 14.41 =544-, 563 14q` use 1.45" Page.1 5.943$3 3`t54�i 1%Zo rAt War? 4 Moo" 8/23/96 DRIFT.XLS BNGI NBBRS-N0R1'H116S1' 6869 Noodlawn Ave N8 (ttle.Washin8ton 98115 HASONRY JAMB U8S1l1N Iversion 3.01 Sheet _tit__ U9 -L5 -199b COSTCU OPTICAL FACILITY 12:01:44 15' SAL' WINDOW OPNUS po 100 'JAMB DATA height (ft) width lin) K tactor thickness Iin) parapet ht (It) 16.00 44.00 (.UU 1.50 5.33 INSPECTION RBQ'D running bond solid grouted no positioners OPENINGS LEFT width Ift) height (tt) RIGHT width (ft) height (ftl 15.0 10.0 0.0 0.1) MATERIAL DATA type I'm (psi) rebar (psi) CHIT 1500 00000 standard unit size unit length width face shell webs rake 15.50 1.50 1.25 1.00 0.00 LOADING DATA untactored weights (pstl wall - 18 spandrel= 18 opening : 15 wind in Ipst): 22.Z out (psi): 21.2 seismic zone $ press (pstl: 35.3 import tact: 1.00 ledger LLIp)t): 0 DL (Ott: U ecc Itn1: 0.0 : LL wlsetsmic: 0 concentrated load LL(lbs): U UL (lbs': 0 ecc itni: 0.0 1 LL w]setsmic: 0 concentric toad LL(pit): D UL Iplt): U Z LL wiseismic: U noriz load pit (+ inward): 0 dist above tlnorlrt(: 0.0 kIihAR DATA vertical 3 115 d:4.25 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips' Ho lin-k) C - outward f1t�91 1in-k •lets Ifni Atinw detlll01 Comments 1 2.b 3b.9 52.14 0.34 3.34 case ok Z Z.b -36.8 52.1'1 -0.34 .34 case nk 3 2.b 21); i 52.11 0.21 1.34 case ok 4 3.0 3b.8 53.24 0.31 1.34 case ok 5 3.0 -36.i 53.24 -11.82 1.34 case ok n i.) 20.9 53.14 0.11 1.$4 case ok 1 4.0 0.0 55.65 0.00 .34 case ok LOAD I.'AS3S 1) .'1DL + 1.3WL inward 2) .90), + 1.3RL outward 3) .9DL + 1.438Q 4) 1.05DL + 1.28LL + 1.28131. inward 5) (.05DL + (.28LL + 1.281L outward h) 1.U5UL + 1.28LL + 1.48Q 1) 1.4DL + I./LL NVI8 in cases 11,2).41,01 the l.1. used is 112 of the apt;lied LL ENGINEERS -NORTHWEST MASONRY JAMB DESIGN (version 3.0) Sheet _ ot_____ 6869 Woodlawn Ave NB 09-25-1996 COSTCO OPTICAL FACILITY Ctt!e,Washington 98115 12:09:11 7'4" DOORS po 100 JAHR DATA height (ft) width (in) K tactor thickness lin) parapet ht (ft) 16.00 31.00 1.0U 7.5U 5.33 INSPECTION REQ'D running bond solid grouted no positioners OPENINGS LEFT width Ittl height itt) RIGHT width (tt) height Ittl '1.3 8.0 4.0 0.11 MATERIAL DATA type t'm (psi) rebar (psi► CHU ISUU oUOOU standard unit size unit length width tace shell webs rake 15.50 7.511 1.25 1.00 0.00 LOADING DATA untactored • weights 1pst) wall - I8 spandrel= /8 opening : 15 wind in (psti: 22.2 out Ipst): 22.2 seismic zone 3 press (pstJ: 55.9 import tact: (.,I ledger Molt): U DL (pit): 0 ecc (in): 0.0 . LL wlseismic: 0 concentrated load LL{lbs): 0 UL (lbs): U ecc lin): 0.0 1 Lb wlseismic: U concentric load LL(p1t): U OL Iplt): 0 i LL if/seismic= 0 horiz load pit (+ inward): 0 dist abov5 tinorittl: 11.0 REDAR DATA Vertical 2 f5 d: 4.25 HUHENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) • Hu (in -10 110Hn Itn-k) ::etl 1'n) Allow deill.n) Cements c 1 2.b 33.3 44.04 U.14 1,34 case ok 2 2.6 -11.2 49.04 -U.14 1.34 case ok •3 2.6 21.1 44.04 0.23 1.34 case ok 4 3.0 33.2 50.12 4.13 1.34 case ok 5 3.0 -33.1 50.12 -0.73 1.34 case ok 6 3.0 21,3 5'1.12 0.2! 1.34 rase ok 7 4.0 U.0 52.61 U.00 1.34 case ok LOAD GASES 1) .40L + 1.3WL inward 2) .90L + 1.3WL outward 3) .911L + 1.43E(1 4) 1.0501 + 1.2811 + 1.28WL Inward 5) 1.0501 +.1.2811 + I.28WL outward 6) 1.0501 + 1.2811 + 1.4B0 7) 1.40), + 1.111 NUtB in cases 11,2),45,65) the LL used is 112 of the applied LL 8NGINSBRS-NORTNNBST NASUNRY WALL, DESIGN (version 3.01 Sheet ____ _ot_____ 6869 Noodlawn Ave NB 09-25-199b COSTCO OPTICAL FACILITY Cattle,Washington 98115 12:12:13 4k1US A & 8 po 11)0 WALL DATA height (ft) K factor parapet ht Itt) thickness (in) ettective width lin) 14.83 1.00 5.84 7.50 40.0 4 (NSPRCTION KRQ'D running bond not solid grouted no positioners NATBR[AL DATA type t'm (psi) rebar (psi) C80 1500 bUUUO standard unit size unit length width tact' shell webs rake 15.50 1.50 1.25 1.00 0.01) LOADING DATA untactored weights (pst) wall = b2 wind in (psf): 22.2 out (psi): 22.2 seismiczone 3 press ipstl: 14.0 import tact= 1.01) ledgerLL(pltl: 0 DL )p)): t) ecc (in): 0.0 1 LL wlseismic: 0 concentrated load LL(lbsi: a UL Ilbs)= 1i pco. Iinl: 10 ; LL wrseisailc: 0 strip width !int: concentric load WWI: U UL (p1t1: 0 x LL wlseismic: 0 hariz.toad pit (+ inward): U dist above ttneritt)= 11.11 RBDAR UATA Vertical 45 at 40.0 in d: 1.75 HUHKNt AND UBFLBCT(ON RESULTS + inward outward Case ' Pu (kips) Hu lin-ki YDixen fin k; deti (int Allow delllini Comments I U.1 9.h 14.04 0.0, 1.25 case ok L 0.7 -9.b 14.04 -t.05 1.25 .:ase ok i U.1 b.b 14.U4 0.0 1.25 case ok 4 11.9 1.5 14.19 u.u5 1.25 cape ok 5 0.9 -9.5 14.29 -0.05 1.25 case ok b (1.9 b.b 14.29 U.0i I.L`, V.P.SR DK 1 1.2 U.0 14.89 0.00 1.25 case ok LUAfi OASIS 11 .4UL + I.)WL inward 2) JUL + l.31(6 outward 3I .9DL + 1.438Q 4) 1.U5DL + 1.28LL + 1.28WL inward 5) 1.05DL + I.28LL + 1.28W1, outward 6) 1.O5DL + 1.28LL + 1.4110 1) I.48). + I :1LL HUTS in cases 1),2),41,&5: the Li. used is 112 of the applied LL BNGINBBRS-NORTHWEST NASONRY 4ALI, DESIGN !version 3.0) Sheet _____of_____ 6869 Woodlawn Ave NB 09-25-199b COSTCU OPTICAL FACILITY C attle,Washington 98115 12:13:08 (11bS 1 & 8 po 100 WALL DATA NA1'BR(AL DATA height (tt) K tactor parapet ht (tt) thickness lin) effective width (in) Ib.UU 1.00 5.33 1.50 40.0 INSPECTION RRQ'D running bond not solid grouted no positioners type I'm (psi) rebar losii CND 1500 bun() standard unit size unit length width tate shell webs rake 15.50 1.50 1.25 1.00 U.911 LOADING DATA untactored weights (pst) wall : b2 wind in (pat): 22.2 out (psi): 22.2 seismic..: one. I press (p51): 14.0 import tact: 1.00 LedgerLL(plt1: 0 DL Ipll): 0 ecc (in): 0.0 1 LL wlseismic: 0 concentrated load LLilbs): 0 DL Ilhs): 0 exc (in): 0.0 A LI, wlseismic: r, strip width lin): I; concentric load LL(plt): 0 DL (p11): U 1 LL wlseismic: u. horiz load p11 1+ inward): 0 dist above tloorltt): 0.0 RBBAR DATA Vertical t5 at 40.0 in d: 3.15 NONFAT AND DBFLRCTION RESULTS f inward - outward Case eu !kips) Nu (in -k) Iia -k1 dell lin! Allow detltin► Comments C 1 0.1 11.4 14.(5 u.0i 1.34 case ok 2 11.1 -11.4 14.115 -0.01 1.3+ case 4k 3 0.i 7.1 14.05 1;.04 1.3. case ok 4 0.9 I1.2 14.31 I:.U1 1.14 case ok 5 0.4 -11.2 14.31 -0.01 1.34 case ok o 0.9 i.i l4.il U.04 1.34 case ok I 1.2 0.0 14.11 0.00 1.34 case ok LOAD CASES 1) .991. + 1.JWL inward 2) .9UL + 1.3WL outward 3) .991 + 1.43Et( 4) 1.0501 + 1.2811. + 1.Z8WL inward 5) 1.0506 + I.28LL + I.28WL outward 61 1.0501 + 1.2811 + 1.48Q 1) 1.401 + 1.111 NutK in cases 1l,L(,41,&5) the LL used is I/2 of the applied LL Arior ENGINEERS -NORTHWEST MASONRY MALL DESIGN (version 3.0) Sheet _at_ __ 6869 Woodlawn Ave NE 09-25-144h COSTO OPTICAL FACILITY Cattle,Washington 98115 12:14:18 'fRIDS 1 & 8 po 1111) MALL DATA MATERIAL DATA height Itt) K tactor parapet ht (tt1 thickness Iini ei'tecctive width lin) ib.00 1.00 5.33 ' 7.50 32.0 INSPECTION REQ'D running bond not solid grouted no positioners type t'm (psi) rebar Ipsil CHU 1500 nOU00 standard unit size unit length width tace she;( webs rake 15.50 1.50 1.25 IMO 0.01) LOADING DATA untactored weights 1pst) wall : 62 wind in (pst): 22.2 out Ipst): 22.2 setsmtczone 1 press tpst): 14.0 import tact:. 1.00 ledgerLLIpltl: 0 DL (p11): 0 ecr. (int: 0.0 Z LL wlseismic: 0 concentrated load LLIIbs): 1) DI. 11hs): 0 ecr, lint: 0.0 : I.i, wiselsmle: U strip width lint: 0 concentric load Lllpltl 0 UL Ipltl: U % LL wlseismic: horiz load pit (+ inward): 0 dist above tloor(tt): 0.0 REBAR DATA Vertical 14 at 32.0 in d: 3.15 NUMENT AND DEFLECTION RESULTS + inward - outward Case l'n (kips) Hu Iin-k) rh1XBn lin-k) det1 lin) Allow lPt1414; umments C 1 0.1 11.4 11.94 UM I.i4 case ok 2 0.1 -11,4 11.44 -0.0 I.i4 cnse ok 3 0.7 7.1 11.14 U.U4 1.34 case ok 4 0.1 11.3 12.21 hili 1 . i= as O: 5 u.'t -11.3 12.21 -11.01 1.14 case ok o U.'1 1.7 12.21 0.04 1.34 c►se ok i 1.2 0.1) 1L.51 U.00 .14 case ok WAD CASES 11 .90L + 1.01 inward 2) .90L + I.34 outward 3) .9DL + 1.4381) 4) 1.05DL + 1.28LL + '.28111, inward 5) I.05D1, + I.2bLL f l.2816 outward b) 1.0502 + 1.28LL + 1.481) 7) 1.4DL + 1.1LL NOTE in cases I1,21,41,45; the LL used is 112 of the applied Lb ENGINEERS -NORTHWEST MASONRY WALL DESIGN (version 3.1)) Sheet of 6869 Woodlawn Ave NB 09-25-1996 COSTCO OPTICAL FACILITY Catt1e,Washington 96115 12:17:04 CuMPP,BSSUk R(JUH po 100 WALL DATA height (ft) K factor parapet ht (ft) thickness (in) effective width lin) 12.00 1.00 2.00 1.51) 40.0 INSPECTION Rkll'U running bond not solid grouted no positioners MATERIAL DATA type I'm (psi) rebar (psi) CNIJ 15011 HUH standard unit size unit length width face shell webs rake 15.50 1.50 1.25 I.Gu 0.00 LOADING DATA unfactored weights Ipst) wall : 62 wind in (psfl: 20.9 out IPstl: 20.9 seismiczone 3 press (pst): 14.1) import tact= 1.00 ledgerI.L(plt): 117 DL Iplti: 56 ecc (in): 2.5 % LI, wlseismic: 0 concentrated load LLIlbs1: 0 UL (lbs): 0 ecc (int= 0.0 i LL wlseismic= u strip wtdth tint: 0 concentric load LL(ptt): 0 OL (p11): 0 1 LL wlseismic: 0 boriz load pit 1+ inward): 1) dist above tloor(ttl: 0.0 MAR DATA Vertical 05 at 40.1) in d: 3.15 MOMENT AND DEFLECTION RESULTS + inward - outward.. • Case Pu (kips) Nu tin -k1 Phttlln lin-k) dell lin) Allow detiiin) Comments 1 0.5 5.7 13.53 0.02 (.0) case ok 2 0.5 -0.1 (3.53 -0.1)2 1.1)1 rase ok 3 0.5 -4.5 13.53 -0.01 1.01 case ok 4 0.7 5.2 13.86 11.02 IA :ase of 5 0.7 -b.3 13.8b -0.02 !.UI case ok b U.b -4.6 13.10 -U.01 1.01 ease ok 7 (.0 -1.1 14.52 -0.00 1.01 rase ok LUAU CASES 11 .IDL + I.3WL inward 2). .9DL + I.3WL outward 31 .9DL + I.436i1 4) 1.0501, + 1.28LL + 1.28WL inward 5) I.O5DL + 1.28LL + I.28WL outward 6) 1.05DL + 1.281.L + 1.4E0 11 1.4DL + I.7LL NUTB in cases I1,0,4i,65) the LL used is 1/2 of the applied LL t ENGINEERS -NORTHWEST INC. P.S. 6869 HOODLUM AVE. N.E. SUITE 205 SEATTLE, WA. 98115 i(1„ "10. ___JOB NAMEC05TGo- DATE I,1C9293 SUBJECT g -c l jj_014.1_y jjy..441„.c.5 SHEET WifOF__••_ k4a,cr) BY CONCRETE MASONRY UNITS (CMU) - BENDING IS MASONRY SPECIAL INSPECTED? -. INPUT (YES OR NO) YES I's = 1500 psi f. = 500 psi Es = 29000000 psi K = 128/bdA2 psi Es= 1125000 =7500'1 As = pbd inA2 n= 25.77778 'j = 1-k/3 Is = 24000 psi +----+ + + + + + + 1 In 1 fs 1 K p 1 k 1 2/(jtkl I.33tK1 +----+ + + + + + + 1 1 11 1 1 1. 60 124000 11.77963 17.6E-05 10.061 :33.715 12.3728 1 1 70 124000 12.39042 1 0.0001 1 0.07 :29.284 :3.1872 : 80 124000 13.08159 10.00013 :0.079 125.961 14.1088 : 90 :24000 13.85002 10.00017 10.088 123.377 :5.1334 1 1100 124000 14.69271 1 0.0002 10.097 : 21.31 : 6.257 1 +----+ + + + + + + 1110 124000 15.60684 :0.00024 10.106 119.619 :7.4758 1120 :24000 :6.58968 10.00029 :0.114 : 18.21 18.7862 1 130 124000 17.63867 :0.00033 :0.123 :17.019 110.185 1 ,40 :24000 18.75135 10.00038 10.131 115.998 111.668 1 1150 :24000 :9.92537 :0.00043 :0.139 115.113 113.234 1 +----+ + + + + + 4 1160 124000 :11.1585 10.00049 10.147 :14.339 114.878 1 1170 124000 112.4486 10.00055 10.154 113.656 116.598 1 1180 124000 :13.7936 10.00061 :0.162 1 13.05 118.391 1 1190 124000 115.1916 10.00067 :0.169 112.507 120.255 1 1200 :24000 116.6406 10.00014 10.177 112.019 :22.188 1 +----+ + 4 4 + + + 1210 :24000 : 18.139 10.00081 :0.184 111.577 :24.185 1 :220 124000 119.6851 10.00088 10.191 :11.176 126.247 : 1230 124000 121.2771 :0.00095 10.198 : 10.81 :28.369 : 1240 124000 122.9135 :0.00102 10.205 110.474 130.551 1 1250 124000 :24.5929 1 0.0011 10.212 :10.166 1 32.79 1 +----+ + + + + 4 4 1260 124000 126.3137 10.00118 10.218 :9.8808 135.085 1 1270 :24000 :28.0746 10.00126 10.225 19.6172 137.433 1 1280 124000 129.8744 10.00135 10.231 19.3726 :39.832 : 1290 :24000 131.7116 :0.00143 10.238 19.1449 142.282 1 :300 124000 133.5852 :0.00152 10.244 18.9325 1 44.78 : +----+ + + 4 4 + 4 1310 124000 135.4939 10.00161 1 0.25 18.7339 147.325 1 1320 124000 137.4367 10.00171 10.256 18.5478 149.916 1 1330 124000 139.4123 1 0.0018 10.262 1 8.373 1 52.55 1 '140 124000 1 41.42 10.00189 :0.267 18.2086 155.227 1 .50 124000 143.4585 10.00199 10.273 18.0537 157.945 1 4----+------+ 4--------4 +------44 1360 124000 : 45.527 10.00209 10.279 17.9074 160.703 1 8=0" N/CH C1oN r)L.Et'5,' d u wAlcLS 56/5,41/c "Eviu VV/A))0 90 �rpf Exp.e�� +----+ 1 Is 1 fs +----+ 1 1 1 1 1370 124000 '1380 124000 1390 124000 1400 :24000 1410 124000 1420 124000 1430 124000 1440 124000 1450 124000 :460 124000 1470 124000 :480 :24000 :490 124000 +----+ 1500 :24000 1500 123000 1500 122000 :500 121000 1500 120000 +----++ + + + 1 K p 1 k + + + 1 1 1 147.6246 10.00219 10.284 149.7503 10.00229 1 0.29 151.9033 1 0.0024 :0.295 154.0829 : 0.0025 10.301 + + + 156.2881 10.00261 10.306 158.5184 10.00272 10.311 160.7728 10.00283 10.316 163.0508 10.00294 10.321 :65.3516 10.00305 10.326 + + 4 1 2/(jtkl 1.33tK1 + + + 1 1 1 17.7691 163.499 1 17.6381 166.334 1 1 7.514 169.204 1 17.3961 172.111 1 + + + 17.2839 :75.051 17.1772 178.024 : 17.0755 1 81.03 1 16.9785 184.068 1 16.8858 :87.135 1 + + +V----+ 4-------+ 167.6746 10.00317 10.331 16.7972 190.233 1 :70.0192 10.00328 10.335 16.7124 :93.359 1 172.3847 1 0.0034 1 0.34 16.6312 196.513 1 174.7705 10.00352 :0.345 16.5534 199.694 1 + + + + + 4 177.1762 :0.00364 10.349 16.4787 1 102.9 1 + + + + + + 179.0352 1 0.0039 10.359 :6.3263 1105.38 1 :80.9837 1 0.0042 10.369 16.1741 1107.98 1 - 183.0279 10.00453 1 0.38 :6.0221 1 110.7 1 185.1747 1 0.0049 10.392 15.8703 1113.57 1 + + 4 1500 119000 :87.4318 :0.00532 10.404 15.7187 1116.58 1 1500 118000 189.8073 1 0.0058 :0.417 15.5675 1119.74 1 1500 117000 192.3103 10.00634 10.431 15.4165 1123.08 1 1500 116000 194.9507 10.00697 10.446 15.2659 : 126.6 1 1500 115000 197.7392 : 0.0077 10.462 :5.1157 1130.32 1 +----4 4--------4 +------+ + 4 1500 114000 1100.688 :0.00856 10.479 14.9659 1134.25 1 1500 113000 1103.809 :0.00957 10.498 14.8166 1138.41 1 1500 112000 1107.116 10.01079 10.518 14.6678 1142.82 1 :500 111000 1110.626 10.01226 1 0.54 14.5198 1 147.5 1 1500 110000 1114.353 10.01408 10.563 14.3724 1152.47 1 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX • (206) 5224606 B NO. ‘160-3 JOB NAME c OWO 0 `tel•✓ DATE 1 -1 ' 110134_ j SUBJECT L- 161 41' ?Ot/ p \ t SHEET OF BY `s7 i 1't ti1t-rt koa, • .ourlP-tarl;Pep epTTEL iit -i,1TGr KM'=w* • 2- 21'/Sax I5'' 17�� P LI&i�T HA' V`i-r= X14/ tAD • Fotis else 22-6" 4130\X n'.iiH C--IRMVE 1YP pKD k4tt7 A4t 2- @ 180°= TS f"(2- 12, A. -rApwo ?Dix= clfetiVz (y7 -Y ')= ii, � rr 1 r At �Rl�ti L x��'J g' ,R,e %(/ �.32,3° N r • L'OM» 4 Dv I kI rf2 lo M4H �X Po�u G jet. P— I (,l)(lr4)J('I,)(l)* II CI1Z1X1k) '3b -1j,)(110}('1%)_ Ft.F ysy7- (J.v'X 1447/3)(I240;Whz-)-1114r F 12,47; (5,4+ M)/Z (331'14) ze41-4 p� = (I,2 -9)(1141V3)(12. 0 (1itlq= _* *v-* tito Ii(045)-1-11(1,3ti5 +740imss) I I58<„ rrr ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 5224696 (op No toil JOB NAME € 1 C Orr/ UAV DATE SUBJECT I*141 IOW R0lotk-( toac SHEET F BY .� 01-54•• LOAV rofc to Mil F'1 0411.,o) 00= ioet2-41- t \fr (I'4/) 100* Last p, foF c oNipH (i,)(ii�» U� (1.oryi-14)(..).-:-- 085# 1/1,D I�I(i our1U-' FOF l7tJErd o'F LM*o! .'s) Vok . roto-itjC,. fl a4- %€2TRa l iki e- st W b , To *Kyr I,oPt1)4' • 12L wt tai of to/02 1133 (w iib) ktc si •A lA00131.5 rA4i � 6" rPli 1A \I tt loot ' 4 oo ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE NE. STE 250 SEATTLE WA 98115 (206) 525-7560 FAX (206) 522-6698 Date: 01/09/96 Page: DESIGN OF EMBEDDED POLE FOOTINGS LIGHT POLES ill& e016 q_o_l DESIGN DAIA - 1 ._..._. __.._ 3 -_ Allow Passive 300.0 psf 300.0 psf 300.0 psf Max Passive 2000.0 psf 2000.0 psf 2000.0 psf Load Duration Factor 1.330 1.330 1.330 Point Load 538.0 1 700.01 888.0 $ Load Height 21.53 ft 21.53 ft 21.53 ft Dist. load 0.0 pif 0.0 plf 0.0 p1f Start Height 0.00 ft 0.00 ft 0.00 ft End Height 0.00 ft 0.00 ft 0.00 ft Pole Type : Circular Circular Circular Width/Diameter24.0 in 24.0 in 24.0 in Surface Restraint ? Free Free Free SUNNARY Moments 8 Surface... ...__ 1__. _ •..._•..2 .-__.. __ 3 - Point Load 11583.11t.. 15071.0 ft -I 19118.6 ft -I Uniform load 0.0 ft -I 0.0 ft -I 0.0 ft-$ . Total Moment 11583.1 ft -I 15011.0 ft -I 19118.6 ft-$ Total Lateral Load 538.0 1 100.0 1 888.0 1 NDN -RESTRAINED RESULTS - Min. Req'd Embedment A(1+(1+4.36h /A)".51/2 A:2.34P/(S 1 b) 5.14 ft 5.64 ft 6.14 ft Press 8 1/3 Embed Actual 682.1 psf 149.0 psf 816.9 psf Allowable 683.3 psf 750.3 psf 816.1 psf V4.482 (c) 1983-95 ENERCALC ENGINEERS NORTHWEST, IIIM0601566 �.`•d}. s. W:r; 7; �$:; .e,. gra ,. 1994 Washin a ton State Nonresidential Ener• ode Com a fiance Form 1994 Washington State Nonresdenpal Energy Core Comoiunce Forms 1994 Project Info Protect Address Rua (os Teo /HG. - g Ej ONAL Opt �A Date 9 ..?5 9 ►,o sRxof4 � D� ►�E For Building Department Use oq6— Boa y RECEIVED CITY OF TUKWILA I 1f I in';. "rUKuu i p A . ( times 100 equals % Glazing , Applicant Name: ^^ - /y, tJ yo Applicant Address:t .... Applicant Phone: Project Description .New Budding ❑ Addition PERMIT CENTER ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescnptive *Component Performance ❑ ENVSTD (See Decision Flowchart (over) for qualifications) ❑ Systems Analysts Space Heat Type ❑ Electric resistance Au other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) (vertical & ovemd) Gross Extenor divided by Wall Area times 100 equals % Glazing q CA O ^^ - /y, tJ yo x100 = (0.8 0 0 Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R -values Roofs Over Attic .....t All Other Roofs R - 23 Opaque Walls R - 1Q Below Grade Walls ....... 1 Floors Over Unconditioned Space -- Slabs-on-Grade - ► O Radiant Floors Maximum U -tactors Opaque Doors 0 . (o D Vertical Glazing (') . A D Overhead Glazing -- Maximum SHGC (or SC) Vertical/Overhead Glazing 1. e, Semi -heated space' Minimum Insulation R -values Roofs Over Semi -Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U -factor is 0.19 Insulation on extenor or integral - maximum U -factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 BtWR'•'F below (other walls must meet Opaque Wall requirements). Use descnptions and values from Table 20-5b in the Code. Wail Description (including insulation R -value & position) U -tactor SIt Cmu .Rlod, .43/ t�a.Q•� ut) VG! roic-t cQ tl RIE 1 P Maximum SHGC (or SC) .w -.w. .Y.",�•/{'i.%i:`'sY.M «.N�iJ.a...f.... 1994 Washin ton._State Nonresidential Ener Code r rm • fiance Form Envelope Summary (.. ck) 1994 W asmngton State Nonresioenbal Energy Code Compliance Forms Climate Zone ENV -SUM ADM 1994 Decision Flowchart for Prescriptive Option Use this flowchart to determine if protect qualifies for the optional Prescnptive Option. If not. either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For me ouroose of determining building envelope reouirements me toltowng two catsgones comonse all space nearing types 011ier All omen space nesting systems including gas, solid fel, odand propane space nesting systems and Mose systems tilted in Inc exception to electric resistance (continued at ngnt) Y An walls R-11 •tnsulabon? Yes ' <40% Glazing? '10 yes • • Masonry -►Wall Cntena OK?. no (below) yes no '. <25% no Glazing?. yes Start • Elecmc Resistance Electric Resistance: Soace flaxen; systems wmcn use electric resistance elements as Me onmary neannq system rncluamg baseboard. radiant. and forced air uni when Inc total eiectnc resistance neat caoacdy exceeos 1 0 WiTt' of Me gross conditioned moor area Exception: Heat pumps and terminal electric resistance nesting m vanable air volume dismou0on systems no Heat, Yes • All Mutation Installed? All insulation installed? 'Opaque Walls R-11 i Below grace walls (ext) R-10 Below grace walls (otnr) R-11 Roots over amts R-30 'All ower roofs R-21 'Floors over uncona.so. R-19 'Slaps-on-graae R-10 Radiant floors R-10 Opaaue coots U-0.60 Glazing Catena Met? Glazing Vert. OH . Area % U U SHGC 00.15% 090 1.45 1.00 ' 15-20% 0.75 1.40 100 20-30% 0.60 1 30 0.65 30-40% 050 1 25 0.45 10 •yes !Opaaue Wails R-11 I Masonry wails tint) J-0.19 ' .Masonry wails tomer) U-0.25 i Below grace wads (ext) R-10 Below grape walls (omr) R-11 Roofs over amts R-30 All other roots R-21 'Floors over uncond so. R-19 iSlaos-on- rase ?-10 Raalantfloors R-10 IOoaaue aoors U-0.60 Glazing Cmena Met'r Glazing Vert. OH Area % U U SHGC • 00-15% 0.90 1.45 1.00 15-20% 0.75 140 1.00 20-30% 0.60 1.30 0.65 • 30-40% 0.50 125 0.45 no • yes 1 Masonry Alt Wall Cntena OK7 "41--- , wails R-19 yes • . (below) , • no Insulation?. . nm yes Y Y <20% Glazing?. ',.10 t <2m no -Glazing?-' All Insulation msuideel All Insulation installed/ • Ooaaue Wails R-19 Masonry wells (int) U-0 19 Masonry wads (other) U-0.25 Below grace walls (ext) R-10 i Below grace walls (atm) R-19 Roots over amts R-38 All Other roots R-30 Floors aver uncona. R-30 Slaos-on-grace R-10 Radiant floors R-10 Ooaaue emirs J-0.60 Gtazthg Catena Met? Glazing Vet 01i Area % U U SHGC 00.20% 0.40 0.80 1.00 yes ' • no Prescnoave V Opaque Walls R-19 Below grace walls (ext) R-10 Below grace walls low) R-19 Roots over ams R-38 'All other roots R-30 Floors over uncona. R-30 'Slats -on -grace R-10 Radiant floors R-10 Ooaquedoors U-0.60 Glazing Catena Mer' ' Glazing Vert OH Area % J U SHGC 00-20% 0 40 0.80 1.00 yes no Pam Allowva �•Comoonent Performance or Systems Analysts Requuaa Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Oescnption Assy.Tag HC- Area (sf) HC x Area MttW 1L.L. WWAL(.. I l2 . (9 .1 Di ii ^t.... -Cr --...-; Area weighted HC: divide total Totatsl f 1 --1 I l _ l So l C 7ci of (HC x area) by Total Area 12. lJ if the area weignted heat capacity (HC) of the total aoove grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. -For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 2009. Z.;1,?* ' 1994 Washin ton State Nonresidential Ener• Code Com•liance Form • Envelope UA Calculiilions Climate Zane 11) ENV -UA •?34'Wasr. sq;ar Fate”c-•es.ae^na' c^eyy :ace Larncuance -arms +0i11 •994 Protect Andress I 1& O c.� �JC�XD t �R`vg Date f5^ (14 Heat Type Electric resistance yi All other _ For Budding Department Use _yace Glazing Area as % gross extenor wall area (p, 8 % ConcretefMasonry Option Yes )tiNo Notes: if glazing area exceeds maximum allowed in Taole. then calculate adlustea areas on back (overt. If Concrete/Masonry Option is used. Target U -factors. SHGC and Glazing % will be atfferent than shown below Refer to Table 13-1 for correct values. Building Component List components by assemoly 10 & nage x Proposed UA U -factor ti Area IA) = UA (U x A) Target UA U -factor ,t Area tA1 = UA (U x A) U=.bS Plan 1D WINDOW • 405 °1440 (p 2 6i • °t Q(/ C. 06, 4 Q, reicl 2 > 12 c7 U= Plan ill U= Plan 10: U= Plan 10: U= Plan ID: U= Plan ID: U= Plan 10: • Glazing % Electric Resist. Other Heating 0-15% 0.40 0.90 >15-20% 0.40 0.75 >20-30% not allowed 0.60 >30-40% not adowea 0.50 (see Table 13-1 for Conc:Masonry values) U= Plan !0: , c a c> C7 U= Plan 10: U= Plan 10: U= Plan 1D: U= Plan ID: U= Plan t0: U= Plan i0: Glazing % Electric Resist. Other Heating 0-15% 0.80 1.45 >15-20% 0.80 1.40 >20-30% not allowed 1.30 >30-40% not allowed 1.25 (see Table 13-1 for Conc:Masonry vatuesl v ofU=. LIZ Plan 1D: Dee R 1 a°o U=, ,8 Plan ID: ei 004 L 00 U=j,t3 P!an iD• 00012 3 .08 1 g D I y 1•t3 9Cr 1o8 Eiec ric Resist. Other Healing 3.50 °� R= Plan ID: 3 O R= Pian ID: R= Plan 10' Electric Resist. Other Heating 0.031 0.036 R=23 Plan ill 1?OO F . 014 0 35,544{ ! v 3 5 .050 3S. 54' 1117 y ` R= Plan i0: O R= Plan iD: Electnc Resist. Other Heating 0.034 0.050 R=132.. Plan ID: I. LL I R= Plan 10: 9 RV. VP!an 10: WALL Z 0.4131 7(f -1I 5 1614 [! O. O �e& Lisp() Z i i .25 11 9 1' 2978 • R= ?tan ID: It- o. R= Plan ID: a- R= Plan 1D: 0 R= Plan 10: R= Plan 10: Electric Res:st. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 Conc(int) 0.19 0.19 Conc(oth) 0.25 0.25 1.3 R= Plan 10: 3 R= Plan 10: a R= Plan ID: al r`,, R= • Plan 10: Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 v s R= Plan 10: >vi 0 -, R= Plan 10: `o u R= Plan ID: uq a - = R= Plan 10: Electric Resist. Other Heating 0.029 0.056 R=10 Plan I0: 54 Z go g a t WM •- - o R= Plan ID: 12 �, R= Plan ID: IA R= Plan ID: a Electric Resist. Other Heating F=0.54 F=0.54 (see Table 13-1 for radiant floor rattiest 'cor CMU walls, indicate core insulation material. For compliance. 1) Pr000sed Total Area snail equal Target Total'Area, and 2) Proposed Total UA shall not exceea Target Total UA Totals CJ YNg I (7 5(p To I - talsj C yam► $4 I (027 1994 Wasninat ^ State Nonresidential Enerav Code ' moiiance Form Envelope SHGC Calc ations Climate Zone 1 ENV-SHGC .. ash niton itate Nan.ehiaent.at ^e,31, :zae :.:mobance arms nom 1954 Vertical Glazing Pr000sed SHGC Target SHGC _:st comoonents ov assemoly I0 3 Daae = SHGC c area .Ai = SHGC x A SHGC t Area tA) = SHGC x A 71 5 2 > Plan iC I Plan C {Plan lO ;Plan ID IPIan IC !Plan ID Wl7' Ot.,v al2b `t60 Glazing % Electric Resist. Ciher Heaung 0-20% :00 1.00 >20-3O% riot anowea 0.65 >30-40% rot anowea 0,45 )see -axle 13-1 for Cone/Masonry values) 'Note Manufacturers SC may oe usea in ueu of SHGC Q Totals! L 4 qOO Totals =or compliance Pr000sea total area snail eaual Target Tota; Area anc 2'. 'r000sea Total SHGC snail not exceed -arae) Total SHGC Overhead Glazing A' 4 comoonents ov ass' y div ID 3 oaae Proposed SHGC Target SHGC SHGC' x area (A. = SHGC x I SHGC (area .Ai = SHGC x A I Plan ID !Plan IC Ilan tC ,?!an ;D iPian .D !Plan .2 IGlazing % Eiecnc Resist. Ctner Heatnq 0.2006 0 4.00 I -20.30% not aIowec 0.665 ! >30-40% not anowea 0 45 :see . acne 13-1 for Zone:Masonry Jaluesi "tete Manufacturers S•; may oe useo in ueu or 3? -GC :or comouance 1 1 Totals! Promisee total area snail ecuai 'arae) Total Area. ana 2. 7 000sea Total SHGC snail not exceed Target Total SHGC Totaisi arget Area Adjustment Calculations :ne total amount or glazing area as a % of gross exterior wait area tcatcuatea on ENV -SUM) exceeds :he -maximum auowee ;n Tame ' -1 nen ells calculation must oe done .:se ine resunina areas in :he -arae! UA anc SHGC :alcuiaoons wove =r000sea Areas Numoerec values are useo in calculations aelow Roots over Attics 2tner Roots Nails Siazino Areal l .7/G= 2. :G= ,3 i3= 2oaaue Areal= css Exterior 'Nall Area 18 Max Glazing .Area Tante 0/ OT' 10C, Maximum Target Siazina Area = 1T I Note. ICG = overneaa glazing I 1VG = vertical glazing i Target JG Area In Roots over Attics Target GG Area in Other Roots 1 :- - I For Target CG's. circlet 1 Max OG Remaining arae! `/G area — ; :::esser tcirciei 1 = 18. —I Lasser circlet I = la. ' ana use the :esser ! _ values ootn Here ana .;elow Roots over :tticsi Promisee Coaeue Area P•000seo OG area -arae! CG Areata Target Coaaue area 14 3ther =coots) I1 ;10: i =;13: —;14: _ 111: Total Target CG Area isum :10 - 411)112: ''cooseo Coaaue,Area or000seo VG Area Target VG Area 'Nansl 16 i — I_ — 9 Target Ooaeue Area I = 115: Note .t there is more than one type of wail :he Target '13 .Area may oe oistrtouteo among them. ana separate Target Ooaque .Areas fauna. Target values 9 : .3 14 & :5 isnaaea poxes) are used in the apoticaole Target UA calculations on the front. Target vaiues 9 & 12 are 3150 usea in the actuante Target SHGC catcutattons aoove. 119-env.xls Envelope UA Calculations Climate Zone 1 ENV -UA 1994 Washington State Nonresidential Energy Code Compliance Forms Project Address ;Price Costco Optical _ Date 10/25/96 Space Heat Type !Gas-fired Rooftop units; Glazing Area ias a % gross exterior wall area 7%1 Concrete/Masonry Option ;yes Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back. If Concrete/Masonry Option is used, Target U -factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct v Building component Proposed UA Target UA List components by assembly U -factor; x Area (A)1 = UA(UxA) U -factor x Area(A) i =UA(UxA) Vertical Glazing 1 0.9. 960! 864 U= ; 0.65 I Window 0.65i 9601 624 Glazing % Elect. Resist.. Other Htg U= 0-15% 0.40 0.90 U=15-20%0 0.40 0.75 Overhead Glazing i1.45. Glazing % 0! Elect. Resist.; 0 Other Htg U= 0.7 Skyllight 0.7' 0! 0-6- U= 1.21 Smokevent 1.21 0! 0 0-15% 0.80 1.45 U= 15-20% 0..80 1.40 Opaque Doors 0.6; 389; 233 U= 0.42 !People 0.42' 113 i 47 U= 0.081RoIt-up 0.081 180! 14 Elect. Resist. Other Htg U= 1.131 1.131 96i 108 0.60 0.60 Roofs Over drop ceiling R= 1 Elect. Resist. Other Htg R= 0.031 0.031 Other Roofs 0.050 35,544; 1777 R=23 ' 0.046IMetal 0.046, 35,544! 1635 Elect. Resist.. Other Htg R= 0.034 0.050 Opaque Walls 11911 R=2.32 ' 0.4311cmu 0.431: 7411; 3194 0.25, 11911. _ 2978 R=13.32 ; 0.075 i cmu 0.0751! 01 0 0.14 • R=21.32 0.047'cmu 0.0469! 45001 211 0.19, R= Ordinary 0.14 Below Grade Walls R= ; Ordinary 0.11 Floors Over Uncond. Space R= 0.047' Slab -on -grade R=10 0.54, 0.54: 780, _ 421 0.54 780! 421 R= TOTALS 49584 6256 TOTALS 49584. 6274 For compliance: 1)Proposed Total Area shall equal Target Total Area, and 2) Proposed Total UA shall not exceed Target Total UA Page 1 COSTCO WHOLESALE NEW BUILDING ELEMENT CMU WALL W/ UNGROUTED CELLS FILLED WALL 1 SKETCH OF ELEMENT: LAYERS: 40 0 R SOLID R CAVITY % OF TOTAL HC 1.OUTSIDE AIR FILM 0.17 0.17 2.8" MW CMU, SOLID GROUT CORES 1.47 0 100 12.6 3.8" MW CMU, VERMICULITE FILLED CORE 0 8 0 12.6 4.INSIDE AIR FILM 0.68 0.68 r R -TOTAL: 2.32 8.85 U -VALUE 0.431 0.113 FRAMING RATIO: SOLID RATIO + CAVITY RATIO = R SOLID R CAVITY U- TOTAL R- TOTAL 0.431 2.320 12.600 I ., • COSTCO WHOLESALE NEW BUILDING ELEMENT ROOF SKETCH OF ELEMENT: LAYERS: R SOLID R CAVITY % OF TOTAL 1.OUTSIDE AIR FILM 0.17 2. STANDING SEAM METAL ROOF 0 3. R- 23 BATT INSULATION 21 4. METAL DECK 0 5. INSIDE AIR FILM 0.61 R -TOTAL: U -VALUE FRAMING RATIO: U- TOTAL R- TOTAL 119-mech.xlw 21.78 0.046 SOLID RATIO + CAVITY RATIO = R SOLID R CAVITY 0.046 21.78 1994 Washln ton State Nonresidential Ener Code Com•liance Form • Mechanical Summa •cod Nasn r gton dtate'iorresme^nal °re'gY Caae C:mDuance =arms • MECH-SUM aonr '994 Project Info Project Address l cos co /NC. O _ / DRl v E Date 9'zsq� For Building Department Use D q6 ooaf RECEIVED CITY OF TUKWILA , r r' .4.- t MI, 11 O S kX ---U>xw1t. e j LA* Appiicant Name: PLV Applicant Address:.,, Applicant Phone: Mit L t1V i tt1 Project Description Briefly describe mecnanical system type and features. PAcK4az,P. goorTop !f vq c ctNIr$, ELEC CooL1146, GAS f4virrK6 Compliance Option ASimple System Complex System '' Systems Analysis (See Decision Flowchart (over) for qualifications) Equipment Schedules The following information is reeutrea to oe incorporated with the mecnanicai equipment scnedules on the plans For protects without mans. fill in the reauirea information oetow M z Cooling Equipment Schedule Equip. ID Brand Name' Model No.' Capacity' Total CFM CSA CFM =cono SEER or EER PLV Location Heating Equipment Schedule Equip. 10 Brana Name. Model No.• Capacity: Total CFM OSA cfm Econo Input Btun Cutout Btuh Efficiency' Fan Equipment Schedule Equip. Grana Name• Moaet No. • CFM SP; HP'BHP Flow Control' Location of Service If avatlaole. ' As testes according to Table 14-1, 14-2 or 14-3. Flow control types: VAV constant volume, or vanable speed. 3 If required. COP, HSPF, Comoustion Efficiency, or AFUE, as applicaole. FILE COPY 1994 Washin t r3 State Nonresidential ner ode '-'om•liance Form • Mechanical Summar, back) 1914 VVeenington State Nonresidents! Energy Code Compliance Fame • • MECH-SUM System Description See Section 1421 for full descnption of Simple System qualifications. if Heating/Cooling or Cooling Only: t Constant vol? Q Split system? 1 ' Air cooled? A Packaged sys? CI <54.000 Stun'? Economizer included? 11 Heating Oniy: IZI <5000 cfm? U <70% outside air? Decision Flowchart Use this flowchart to determine if protect qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. Start System Type, or Cooling Only Heating Only.- ' YIP -Constant -yolume?..-no yes - -Air Cooled? .5000 cfm?' - ' no yes yes - no', 1 Y :' Reference Sec. 1421 : ., Packaged, <70% OA ::--)10- System? no yes 1 „• - no - <54,000 BUT, • now,1900 cfm? • yes • ____Y__ • yes Includes; Econo? Reference -<54,000 8tuf1N no ' yes Sec. 1423 ‘`-tir 1900 cfm?"' no . , • -, ______›.. yes , , + Simple System• )0- Allowed • Reference : Sec. 1420 .! Split - System? no v Use Complex Reference i System Sec. 1430 ,1 Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this protect. 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical toga •.Vasmngton Permit ! . itate energy l.aae •:amouance ZICTS - ns Checklist MECH-CHK 40111 •oga Protect Address 6, O 54>eo, I .De) Date -0? 5-- p in the G `P The (oilowing information is necessary to cnec1 a mechanical permit aooiicatlon for compliance with the mecnanical requirements Washington State Nonresidential Energy Code. Appitcaoility:ode I (circle one I Section IComoonent Information Recurred Location I Building Department on Plans' Votes • T • - ' 1 - ' ` ections 401-1424) 1 1411 Eopmt performance es no da ' 411 4 t% no n.a. 141: 1 Pkg. elec. htg.& ug. List neat oumos an schedule — I Minimum efficiency Eoutoment scnedule with type. capacity, efficiency W41-2. 1412 IHVAC controls • ves no n. a. 1412.1 ITemoerature zones I Inaicote locations on pians 1 y►%- 1 ves no 1 a. 1412.2 I Deadband control Indicate 5 degree aeaaband minimum 9 PE C yes no n aI '412.3 I Humiaity control Inaicate numiaistat — n.a. 1412.4 'Automatic setbacx Indicate thermostat with night setbacx and 7 different aav types SPSC esyesno no n.a. 1412.4 1 'Dampers Inotcate damper location and automatic controls es no n.a 1412.5 [Heat pumo control (Indicate microprocessor on thermostat scneduie — I es no n a.l '412.6 [Comoustion nig. Inaicate modulating or stages control �' 6911C. yes no n.a. '412.7 leaiancing Inaicate oaiancing features on pians ,SPEC. I es no 6.D ' 422 IThermostat intenocx Inaicate thermostat tnteriocx an oians — I es no 1 3. ' 423 !Economizers I Eduioment scneauie . NI- Z 1 :413 'Air economizers ves .no 1 a.l '413.' IQoeration Indicate 100% caoaomty on scnedue VtA-Z 'Mil no n.a. ',113.2 {Control Inaicate controls ante 10 evaluate outside air seg. C. es no n a. 1413.3 I Inteoratea operation Inaicate caoaoiiity for oartiai coouna SP5C '414 'Ducting systems I es no 1 a. 1 414 1 ID= sealing 'Inaicate sealing necessary Sa6G Ca no n.a. 1414 2 IDuct insulation Ilnaicate R-vaiue or insulation on ouc: g?g4 4 yes no .1 a. ' 415.1 1 Pioing tnsuiation i Inaicate R-vaiue of ;nsutation on piping SPEC y s no 63 no ' 424 I Seoarate air sys. ilnoicate separate systems on plans Mecn Sum. =armCamoieteo and artacned. cuioment scneoute with types. Iinoutloutout. efficiency. :fm. no. economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 !Service water nig. 1 ves no aJ '441 yes no i a.l ' 442 I Shut -orf controls i Elec. water neater I Inaicate R-10 msuiation unser tanx I Inaicate automatic snut-,rf — ip_ I I '450 'Heated cools I yes no (n ' 452 I Pool water Heaters ves no 1 •453 1 Poot heater controis , yes no n a: i ' 454 I Pooi covers I ves no n ' 454 'Pools 90+ aegrees if "no'' Is ctrclea for any question, I Indicate not eiec:nc resistance 'Income switch and 65 degree control ilnatcate vapor retardant cover l Inaicate R. 2 000i cover groviae expianation: 1994 Washington State Nonresidential Energy Code._Compliance Form Electric Motors MECH-MOT 1994 Wasnmq:on atm energy lace wmouance arms rani 994 Project Address 1// O S4 xOA1 f1Q1\4E Date p 25._ I co Complete the following for all design A 8 8 squirrel -cage. 7 -frame induction permanently wired polyphase motors from 1 ho to 200 hp having synchronous speeds of 3600. 1800 or 1200 rpm (unless one of the exceptions below applies). For Budding Department Use Motor No. or Location HP Type fooen or closed) Oescnotion of Application or Use Synch. Sneed Min. Nom. Full load Efficiency AG- c -or to/4 Z riff( 4r/ ' Synchronous Speed (RPM) HP 10 t5 2.0 3.0 5.0 f 5 10 20 25 30 40 50 90 75 100 125 150 200 Open Motors Closea Motors 3,600 I 1.800 I 1.200 3.600 1.300 I 1.200 Efficiency (%1 Efficiencv 1%1 32.5 80.0 75.5 32.5 I 30 0 32.5 34 0 34 0 32.5 34.0 1 35.5 34 0 34.0 35.5 34 0 34 0 I 36.5 34 0 86.5 86.5 85.5 37 5 1 37 5 85.5 37.5 1 87.5 37.5 37 5 1 37 5 37 5 38.5 88.5 38.5 39.5 i 39.5 38.5 89.5 90.2 39.5 39 5 1 99.5 I 39.5 91.0 30.2 90.2 91.0 I0.2 90.2 91 0 91.0 1 90.2 91.0 I 90.2 91 0 91.7 91.7 91.0 92.4 I 31.7 91.0 92.4 92.4 91 0 92.4 I 31.7 1 917 33.0 93.0 91.7 93.0 I 93.0 92.4 I 93.0 93.0 92.4 I 93.0 1 33.0 93.0 I 93.6 93.6 I 93.0 93.6 I 93.6 93.0 94 1 93.6 93.0 94 1 I 33 6 f 93.0 941 941 93.6 94.5 1 34.1 93.6 94.5 94.1 94 5 94.5 I 94.1 33 6 95.0 94 5 94 5 95.0 I 95.0 94.5 95.0 L 94.5 I 95.0 I 35.0 I 35.0 :xceotions: 1. Motors in systems designed to use more than one soeea of a multi-soeed motor. 2. Motors already inducted in the efficiency reouirements for HVAC equipment (Taoles 14-1 or 14-2) 3. Motors that are an integral part ;i.e. riot easily removed and replaceo of soeciaitzea process equipment (i.e. equipment wnicn reouires a special motor. such as an explosion -proof motor). 4. Motors integral to a listed niece of equipment for wnicn no qualifying motor rias peen aoprovea ti.e. if the oniy U.L. listing for the equipment is with a less -efficient motor ano there is no energy-efficient motor ootioni. For motors claiming an exception. 'ist motor and note wnicn exception aoolies. 7411�4 • Dimensional Data Figure 72-1 - 20-75 Ton Heating/Cooling Unit Dimensions II 0 SERVICE CLEARANCE •' 40 SERVICE CLEARANCE ACCESS PANEL INDIA. 1 N. DM. (REFRIGERANT BAROMETRIC DAMPERS GRAIN HOLE ! DRAIN HOLE COMPONENTS' (OAS NEAT ONLTI MESH 4.14 / INTAKE ON i ! r04 ONL7 A C s ..1 INTA � KE a T-� _, SERVICE CLEARANCE NINN0 1 I UOH.flI i E',.:1 ,Lf',Y M. uI 000wlNa , ,\ ,... uO• i .• ' 2.•' '1 D00RSWINO NlATACCSSSORT 0o �! CONTROL PANlL \ HAS= CLEARANCE [74',Wore CO. SERVICE CLEARANCE 2" 'IMS ACCES0004 EAN UST; ;DON RETURN 0444.71 OR 10% RETURN E. EXHAUST DAMPER ONLT T-' SM. 777.7!!!11017ON M1NOED PAN17. !AT SECTION ORION2'A104LACCE.S 00074 FLU! EXHAUST fOAS HEAT ONL71 SEEDETAIL A AND OPTIONAL LCR' *MBIENT DAMPER 1 1 \L 077740 077770 it 7 410U REO -�M 0 1'4" NPT.F CONDENSATE DRAIN IBOTH SIDES; I i r MAL. CONOUIT 2062207 ELECTRIC N! 134' NPT•F CONDENSATE DRAIN CONN ISM OR • BOTTOM; ! S 4 IN. 074 DRAIN HOLE ISOTH 070E01 • �DI.CHARGF OItNINO �-C ►.D .r F 5 N A T T `MINDED PANEL UNIT CONTROL Table 72-1 - Heating/Cool ng Unit Dimensions (Ft In.) - SEHF, SFHF, SSHF, SLHF, SXHF me, ca.�c.me -- .t; A: E - DETAIL "A" IYi Cb4OV- OL OONTtOL QUO, M Y� Its rS 7I: CdoAPT AC :b,Tt0. UtYRT A411. ca. tont IW. rot Poo. aVR• 04TLDI CORS 0 V.I. Un - DETAIL "A" COVERS 2Q, 25, 30, 50 AND 55 TON UNITS. ; , yam ..at. f.Contl. DETAIL "B" DETAIL "B" COVERS 40, 60, 70 AND 75 TON UNITS Nom Tons H L W A 8 C D E F G J' K' M N P ORS TU V X Z 20 & 25 5-8'%a 24-1% 7.6% 5.434E 5.3% 0-9'h 1-3% 1.734E 1-3% 2•2'h 16 93. 166 16-6 16-3W s 16-7 15.5%E 13-3 7-0 6-61%. 3.9%! 3-4% 5-7 0.51 4! 7.9% 16.93'3 30 6-231 24-13i 7.6% 6-9% 9834 0-9% 1.334 1.734 1.3% 2.2'4 18935 16$ \16-77, 16 '6 16.3'4. 16-7 15.534. 13-3 7-0 6.6'34. 4.934a 3-433 5.7 0-5'M. 7.915 40 6-7% 3D-2 Si 7-6 1/2 7.234 6-1% 0-9% 1.531 1.10'6 2-5 2-5 220130$3': 20.35 19 6 19-1034. 19-7 18.11 "4. 15.1134 8-0 7.834. 5.954, 3.433 5-7 0-5W. 7-9% 50 & 55 5.834 32-10% 7.633 6-0% 5-3% 0.9'4 1.334 1-734. 2-5 2-5 20.135 19 6 20.3 19.1034. 19-7 18.11"4. 15.11% 8-0 7-834. 6.9%. 3.4% 5-7 0.5154. 7.9% I 20$3'3 60 6.731 30-2'4 9-8 7.2% 6.134 0.926 1.524 1.10% 2-5 2-5 2020.6133''.. 20.3 19.6 19.1034. 19-7 18-11"A. 15.1134 8-0 7.834. 5.934. 4.531 7.834 0.5124. 9-11 70 & 75 6.731 30-2'h 9-8 7.234 6.134 0.934 1.554 1.10% 2-5 2.5 201 i'A 20.635 19-6 20.3 19.1054. 19-7 18.11"/1. 15.1134 8-0 7.834. 5.934, 4.531 7.8'4 0.51%. 9-11 Note; Dimenszons shown are for High Heat gas heat units. Low Heat 72 } Performance Data 0 Table 57-1 — 20-75 Ton Supply Air Fan Drive Selections 3 Ho 5 Hp 71 Hp 10 Hp 15 Hp 20 Hp 25 Hp 30 Ho 40 Hp Nominal Drive Drive Drive Orive Dnve Drive Drive Drive Orive Tons RPM No RPM No RPM No RPM No RPM No RPM No RPM No RPM No RPM No 600 6 700 7 900 9 1100 8 1200 C 700 7 800 8 1000 A 1200 C 1300 D 20 800 8 900 9 1100 8 1300 D 1400 E 900 9 1000 A 1200 C 1400 E 1500 F 1100 8 1300 D 600 6 700 7 800 8 1000 A 1200 C 700 7 800 8 900 9 1100 8 1300 0 25 800 8 900 9 1000 A 1200 C 1400 E 900 9 1000 A 1100 B 1300 0 1500 F 1100 8 1200 C 1400 E 1300 0 30 600 6 700 7 800 8 900 9 1100 B 700 7 800 8 900 9 1000 A 1200 C 800 8 900 9 1000 A 1100 8 1300 D 900 9 1000 A 1100 8 1200 C 40 500 5 700 7 800 8 900 9 1000 A 1000 A 06600 6 800 8 900 9 1000 A 1100 B 1100 B 700 7 900 9 1000 A 1100 8 800 8 50/55 500 5 600 6 700 7 800 8 900 9 1000 A 600 6 700 7 800 8 900 9 1000 A 1100 3 700 7 800 8 900 9 1000 A 1100 8 800 8 900 9 1000 A 1100 B 60 500 3 600 6 700 7 800 8 900 A 900 9 600 6 700 7 800 8 900 9 1000 3 1000 A 700 7 800 8 900 9 1000 A 1100 8 70/75 500 5 600 6 700 7 800 8 900 A 900 9 600 6 700 7 800 8 900 9 1000 9 1000 A 700 7 800 8 900 9 1000 A 1100 8 Table 57-2 — 90-130 Ton Supply Air Fan Drive Selections 30 HP 40 HP 50 HP 60 HP BO HP Nominal Drive Drive Drive Drive Drive Tons RPM No RPM No RPM No RPM No RPM No 600 6 600 6 700 7 800 8 900 9 90 700 7 700 7 800 8 900 9 800 8 900 9 600 6 600 6 700 7 800 8 900 9 105/1151130 700 7 700 7 800 8 900 9 800 8 900 9 57 Performance Data Table 59-1 — 20-75 Ton 100% Exhaust Fan Drive Selections Nominal 1' Hp 3 Hp 5 Hp 7' Hp 10 Hp 15 20 Tons RPM Drive No RPM Drive No RPM Drive No RPM Drive No RPM Drive No RPM Drive No RPM Drive No 500 5 600 6 20 600 6 700 7 700 7 800 8 900 9 25 500 5 700 7 600 6 800 8 700 7 900 9 800 8 1000 A 900 9 30 500 5 700 7 800 8 600 6 800 8 900 9 700 7 900 9 1000 A 800 8 1000 A 1100 8 900 9 40 500 5 600 6 700 7 600 6 700 7 800 8 700 7 800 8 800 8 50/55 400 4 600 6 700 7 700 7 500 5 700 7 800 8 800 8 600 6 800 8 900 9 700 7 60 400 4 600 6 500 6 700 7 800 8 500 5 700 7 700 7 800 8 600 6 70175 400 4 600 6 600 6 700 7 800 8 500 5 700 7 700 7 800 8 600 6 Table 59-2 — 90-130 Ton 100% Exhaust Fan Drive Selections 15 HP 20 HP 25 HP 30 HP 40 HP Nominal Drive Drive Drive Drive Drive Tons RPM No RPM No RPM No RPM No RPM No F;l 90 500 5 600 6 700 7 700 7 800 8 x 600 6 700 7 300 3 300 8 ',,if 105.130 500 5 600 6 700 7 700 7 800 8 600 6 700 7 800 8 800 8 59 .:. ...� _...__. Performance Data Table 58-1 - Modulating 100% Exhaust Fan Performance Cfm Nominal Std 0250 0.500 0.750 1.000 1250 1.500 1.750 2.000 Tons Air RPM BHP RPM BHP RPM BHP RPM BHP RPM BHP RPM BHP RPM BHP RPM BHP 3� .SfB 0.75 640 1.08 730 1.45 811 1.87 882 2.34 20 . • •57Q r 1.17 675 1.65 765 2.22 845 2.78 Negative Static Pressure mai. 8000 547 1.59 619 1.81 711 2.48 797 3.01 10000 640 2.79 , „ 3884 0.38 251511 0.74 8000 547 1.59 10000 640 2.79 12000 737 4.44 538 0.75 640 1.08 730 1.45 811 1.87 822 2.34 947 2.88 570 1.17 675 1.65 765 2.22 845 2.78 912 3.27 975 3.77 619 1.81 711 2.48 797 3.01 876 3.66, 947 4.40 712 3.25 767 3.48 837 4.26 911 5.04 30 1V'A000.6,-;299: 8000 547 10000 640 12000 737 14000 837 0.38 538 0.75 640 1.08 730 1.45 811 1.87 882 2.34 947 2.88 1017 3.55 0.74 570 1.17 675 1.65 765 2.22 845 2.78 912 3.27 975 3.77 1036 4.30 1.5i 319 1.81 711 2.48 797 3.01 876 3.66 947 4.40 1013 5.18 1075 5.94 2.79 712 3.25 767 3.48 837 4.26 911 5.04 980 5.70 1045 6.46 1106 7.31 4.44 806 5.22 860 5.64 905 5.89 956 6.49 6.67 ,87.600 334,1 0.75 438 121 535 1.77 616 2.35 686 2.98 750 3.64 809 4.34. 40 9000 362 1.09 449 1.57 536 2.16 618 2.84 689 3.52 753 4.24 812 4.99 12000 435 2,19 496 2.70 563 3.35 628 4.04 693 4.83 757 5.71 817 6.63 14000 486 3.22 542 3.86 594 4.47 653 5.25 707 6.04 763 6.91 819 7.86 ' 16000 537 4,55 592 5.35 636 6.00 683 6.74 735 7.64 783 8.53 831 9.47 6. ",:$013Q1:1;;;,362.11 1.09 449 1.57 536 2.16 618 2.84 689 3.52 753 4.24 812 4.99 867 5.77 50 12000 435 2.19 436 2.70 563 3.35 628 4.04 693 4.83 757 5.71 817 6.63 873 7.53 15000 511 3.85 567 4.56 614 5.18 667 5.96 720 6.80 771 7.66 824 8.60 876 9.63 18000 59C 6.2' 642 7.16 685 7.97 724 8.69 766 9.54 812 10.54 856 11.55 898 12.56 20000 644 8.26 592 9.35 735 10.33 772 11.17 807 11.97 844 12.91 885 14.00 E�-A ADOOOL.386r: 1.40 463 1.90 540 2.48 618 3.18 691 3.94 755 4.70 814 5.48 869 6.30 55 13000 461 2.67 518 3.23 578 3.88 639 4.61 698 5.39 v 759 6.26 818 8.22 874 8.21 16000 537 4.55 592 5.35 636 6.00 683 6.74 735 -7.64 783 8.53 831 9.47 880 10.48 19000 617 7.19 667 821 710 9.10 747 9.87 785 10.68 827 11.66 870 12.73 911 31.80 21500 685 10.08 731 11.26 772 12.36 809 13.33 842 14.20 874 15.08 910 16.10 tv9481ENSVii 12000;a0511 1.49 423 2.09 502 3.00 572 4.02 634 5.07 690 6.09 740 7.04 784 7.91 60 15000 412 2.58 460 3.15 521 3.96 585 5.02 646 6.24 702 7.53 754 8.83 801 10.14 18000 478 4.41 516 4.88 557 5.54 607 6.49 662 7.66 715 9.01 766 10.48 814 12.01 21000 547 6.75 578 7.36 612 7.92 647 8.71 688 9.77 735 11.03 781 12.46 827 14.03 24000 617 9.83 644 10.59 672 11.22 702 11.88 732 12.77 766 13.89 805 15.22 846 16.72 27000 688 15.11 711 15.09 736 15.45 761 16.18 788 17.02 815 17.92 844 18.99 612000.C.351. 1.49 423 2.09 502 3.00 572 4.02 634 5.07 690 6.09 740 7.04 784 7.91 70/75 15000 412 2.68 460 3.15 521 3.96 585 5.02 646 624 702 7.53 754 8.83 801 10.14 18000 478 4.41 516 4.88 557 5.54 607 6.49 662 7.66 715 9.01 766 10.48 814 12.01 21000 547 6.75 578 7.36 612 7.92 647 8.71 688 9.77 735 11.03 781 12.46 827 14.03 24000 617 9.83 644 10.59 672 1122 702 11.88 732 12.77 766 13.89 805 15.22 846 16.72 27000 688 15.11 711 15.09 736 15.45 761 16.18 788 17.02 815 17.92 844 18.99 001112011 Cfm Negative Static Pressure Nominal Std 0250 0.500 0.750 1.000 1.250 1.500 Tons Air RPM BHP RPM. BHP RPM BHP RPM BHP RPM BHP 90.130 28000 516 11.42 551 :2.41 586 13.70 622 15.25 657 16.71 30000 550 13.94 579 14.86 614 16.25 646 17.72 680 19.45 32000 583 16.82 609 17.68 642 19.12 672 20.58 704 22.34 34000 617 20.09 640 20.92 670 22.30 700 23.87 728 25.53 36000 650 23.76 672 24.58 699 25.86 728 27.55 755 29.19 38000 684 27.86 704 28.68 728 29.87 757 31.60 783 33.33 WWW3MirlgiarMISMIRMI 785 36.02 811 37.91 RPM BHP 690 18.16 712 20.93 735 24.12 759 27.51 782 31.11 808 35.14 1.750 RPM BHP 723 19.90 743 22.54 764 25.67 788 29.30 811 33.21 2.000 2.250 RPM BHP RPM BHP 785 23.60 803 26.38 754 773 793 815 21.74 24.41 27.42 30.96 2.500 RPM BHP 815 25.45 832 28.36 Notes: 1. Shaped areas indicate non•stanaard am•e se•ecuons. These drive selections must be manually factory selected. 2. Refer to General Data Tao -9 for mummy^, and maximum np 5. 58 Weights Table 75-1 — Approximate Operating Weights (Lbs.) Rooftops Without Exhaust Fans Rooftops With Exhaust Fans Roof Curb Nominal All Heating Tons SA SX SE SF SUSS • SA SX SE SF SUSS SA Units & SXHF/G 20 3950 4140 4290 4550 4428 4320 4520 4660 4900 4808 490 510 25 4200 4400 4540 4800 4599 4540 4770 4910 5170 4969 490 510 30 4820 5060 5190 5460 5135 5230 5460 5620 5880 5535 490 510 40 6280 6630 6800 7260 7056 6860 7200 7360 7840 7636 515 550 50 7250 7650 7780 8260 7968 7900 8260 8430 8900 8618 515 550 55 7520 7890 8060 8520 8040 8160 8540 8690 9190 8690 515 550 60 8490 8640 8810 9280 8710 9360 9510 9690 10160 9590 610 640 70 8920 9060 9230 9710 9570 9800 9940 10100 10580 10440 610 640 75 8920 9060 9230 9710 9570 9800 9940 10100 10580 10440 610 640 90 NA 12970 13140 13790 13140 NA 14340 14470 15140 14470 NA 770 105 NA 13540 13700 14340 13700 NA 14870 15030 15690 15030 NA 770 115 NA 13900 14070 14700 14070 NA 15240 15410 16050 15410 NA 770 130 NA 14370 14540 15200 14540 NA 15730 15860 16520 15860 NA 770 Notes: 1. Weights shown include the following features: standard coils, 100% economizer. throwaway filters. maximum motor sizes (high efficiency), inlet guide vanes, 460V XL, High Heat. 2. Weights shown represent approximate ooerating weights and have a :5% accuracy. ACTUAL WEIGHTS ARE STAMPED ON THE UNIT NAMEPLATE 3. If unit is not as specified in note 1, you must reference RT-EB•105 for more details. as well as for point loading and center of gravity. 75 itnj9�'};�:ti�xr. �roe�aar..,.a,,.,,.«...,......�.r_-......._.......�...,_...._...-,.«..w.r«ymarmen+�nrnax�n>ss•aT�arxm�uetaatwarr: Performance Data Table 40-1 - Supply Fan Performance WITHOUT INLET VANES - 40, 50 and 55 Ton Cfrr Total Static Pressure Std .250 .500 .750 1.000 1.250 1.500 1.750 2.000 Air Rpm Bhp Rpm Bhp Rpm Bhp Rpm Bhty Rpm Bhp Rpm Bhp Rpm Bhp Rpm Bho 8000 .:2sow 4.56 388 f 7f:-.,; 479 s;''%.Z 95"r��,; .1150; if,Z8T+' V 613 . ;' 3.44 z:.-7671•',:ia�423, 723 5.05 770 5.90 ,; `. 482' " r 818 t 375 " .:5573,:=,: 725 5.49 774 6.39 9006 ' 10000 •1 \ ,'+ �"r• B 4071 727 5.93 776 6.89 11000 it `` :n•' "' .1 . . i • :b•; 490 t.,..- , • if33 _59. /y {330 1, �?i 441., t 677 5.37 729 6.37 778 7.40 7....+., . ,K -t...5 j r 1 K 12000 yi • sr414'` iI r. r 494x�IIb9 .563'' *x81,;1 ••3" ._- :4.77: i• 680 5.78 731 6.82 780 7.90 13000 r ;' -.i..- . ' 4' id - IN. 499; h, 567: ;47S ,' 628 5,16 683 6.21 734 7.30 782 8.43 ,_d 504-x' pr 14000 !^ � tl. r r - c'• .571 $49; 632 5.57 687 6.67 737 7,80 785 8.97 15000 y+t ;y3, •!r, ':51' i„y578_;�,. R 636 5.99 690 7.15 741 8.33 789 9.55 16000 4.{ f _: t • ;4„..1.;''' -�47 y"t 7 + f- �' r ,,.. 581 5.24 640 6.43 695 7.65 745 8.89 792 10.16 17000 + �` �3q .+a : 586 5.65 645 6.89 699 8.17 749 9.47 796 10.79 1800C.,f79; , .'$1 550 5.29 595 6,15 650 7.37 703 831 753 10,07 800 11.46 19000 _,-,1.5M 536 5.38 569 5.98 607 6.76 656 7,89 708 9.27 758 10.70 804 12.14 20000 524 5.49 558 6.15 588 6.75 622 7.49 664 8.50 713 9.85 762 11.34 809 12.84 21000 546 6.28 580 7.00 608 7.61 639 8.32 676 9.25 719 10.49 767 12.00 813 13.57 22000 569 7.14 602 7.92 629 8.55 658 9.26 690 10.12 728 11.25 773 12.70 818 14.32 22500 580 7.60 613 8.40 640 9.05 667 9.76 698 10.60 734 11.68 776 13.07 820 14.70 23000 591 8.08 624 8.90 651 9.58 677 10.29 706 11.11 740 12.15 780 13.48 823 15.09 24000 614 9.10 646 9.97 672 10.70 697 11.41 724 12.22 754 13.19 789 14.41 829 15.93 Cfrr Total Static Pressure Stc 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 Air Rpm Bhp Rpm Bhp Rpm Bhp Rpm Bhp Rpm Bhp Rom Bhp Rpm Bhp Rpm Brio 8000 814 6.80 854 7.73 892 8.69 927 9.67 961 10.66 993 11.67 1023 12.69 1053 13.71 9000 819 7.32 861 8.28 901 9.27 938 10.31 972 11.37 1006 12.45 1037 13.55 1068 14.67 10000 822 7.88 865 8.89 906 9.92 944 10.98 980 12.07 1015 13.20 1048 14.35 1079 15.53 11006 824 8.45 867 9.52 908 10.61 948 11.72 985 12.85 1021 14.00 1055 15.18 1087 16.40 ,•�� 12000 826 9.01 869 10.15 910 11.30 950 12.47 988 13.66 1024 14.87 1059 16.09 1092 17.34 13000 828 9.59 871 10.78 912 11.99 952 13.23 989 14.48 1026 15.75 1061 17.04 1095 18.34 14000 830 10.18 873 11.42 914 12.69 954 13.98 991 1530 1028 16.63 1063 17.98 1097 19.35 15000 833 10.80 876 12.09 917 13.40 956 14.75 994 16.12 1030 17.51 1065 18.92 1099 20.35 16000 837 11.46 879 12.78 920 14.14 958 15.54 996 16.96 1032 18.40 1067 19.87 1101 21.36 17000 840 12.14 882 13.52 923 14.92 961 16.36 999 17.82 1035 19.32 1069 20.83 1103 22.38 1800C 844 12.86 886 14.28 926 15.73 964 1721 1002 18.72 1037 20.26 1072 21.82 1106 23.41 19000 848 13.60 890 15.08 930 16.58 968 18.11 1005 19.66 1040 21.24 1075 22.85 1108 24.48 20000 852 14.36 894 15.90 934 17.46 972 19.04 1008 20.64 1044 22.27 1078 23.92 1111 25.60 21000 857 15.15 898 16.75 938 18.37 976 20.00 1012 21.66 ,1047 23.33 1081 25.03 1114 26.75 22000 861 15.96 902 17.63 942 19.30 980 20.99 1016 22.70 1051 24.43 1085 26.18 1118 27.95 22500 864 16.38 905 18,07 944 19.78 982 21.50 1018 2.24 1053 25.00 1087 26.77 1120 28.57 2300C 866 16.80 907 18.52 946 20.26 984 22.01 1020 23.78 1055 25.57 1089 27.37 1122 29.19 24000 871 17.66 912 19.45 951 21.25 988 23.06 1024 24.89 1059 26.73 1093 28.59 1125' 30.47 Cfrr Total Static Pressure Stc 4.250 4.500 4.750 5.000 Ar Rom Bhp Rom Bhp Rpm Bhp Rom Bho 8000 1081 14.75 1108 15.78 1134 16.83 1160 17.88 9000 1097 15.80 1125 16.94 1152 18.08 10000 1109 16.73 1138 17.95 1166 19.18 11000 1118 17.64 1148 18.91 12000 1124 18.61 1155 19.91 13000 1128 19.65 1159 20.99 14000 1130 20.73 1162 22.12 15000 1132 21.80 1164 23.26 16000 1134 22.86 1166 24.39 17000 1136 23.94 1168 25.52 18000 1138 25.03 1170 26.66 19000 1141 26.15 20000 1144 27.30 21000 1147 28.50 22000 1150 29.74 22500 1152', .tt7.iV.30.38 23000 1153: f-^.,'31:03 24000 1157 i t1.<• 8238 Notes 1. Fan beriormance for 40, 50, and 55 ton rooftops is identical. However, note maximum motor np size for each size. Contact your local Trane representative for information on oversized motors 2. Snaoeo areas at table extremes note nonstandard Bhp or Rpm selection. Contact your local Trona representative for more information. 3. Suomi/ fan performance table includes internal resistance of rooftop. For total static pressure determination. system external static must be added to appropriate component static pressure drops levet:wetor coil, filters, Optional economizer, optional exnaust fan, optional heating system. optional cooling only extended casing, optional roof curb). 4. Maximum Cfm dor UL approval) as follows: 40 Ton - 18,000 Cfm 50 Ton - 22,500 Cfm 55 Ton - 25.000 Cfm Mid•table shading indicates maximum motor horsepower divisions. 5. Minimum motor norsepower is 7.5 hp. 7. Maximum 7.5 hp Ihrougn 15 hp motor Rpm is 1.141 Rpm. 6. Maximum motor Horsepower as follows! 40 Ton - 30 hp 8. See RT•EB•106 for lurtner details. 50 Ton - 30 hp 55 Ton - 30 hp Shading Indicates nonstandard horsepower. 40 .....�.-...-...._.,-..-...,.....,,,,+..e....nawaH:vmmYr. x%.ASK Dimensional Data ,SM. t- M rte. Figure 741 - 20 to 75 Ton Optional Roof Curb Dimensions (Downflow) Note: The pedestal was purposely designed 13,41" shorter than the curb because the unit's base rails rest on the pedestal at one point and on the curb at a different point. 7 ,. Table 74-1 - 20 to 75 Ton Downflow Roof Curb Dimensions (Ft. In,) • Tons Moael A 8 0 _ G H J K 1..- M N a Q R S 20.25.30 SAHF 16-31,4" Z'-101/4.' 7-1014." 7-013ii' 16'•37.5.' 7-3144' 13'-614:4" 7-1115." 5'4114,,' 2'-02 2'-5144:" 2'-1114:' •'-1014" 5'-91/2" O' -5"4i" O'•5'14." 2'-314.1 S'HF 18'•715'•1014." '-1014." "-0174." 18'•714." 7-015" 15'-107/4." 7'.1114." 5'-8114." 2 2'-5s 2' s s ' 1" Z'- '-0" o/4i' 11 ii' 10 i" 1.714" 1' -One" 0'• 37/4i' 40 SAI -IF 19'-1'151" 5-21/4e" 7'-101ri:" 7'-0t 44s" 1911{" 7' 7'5" 16'-2'i." 7'-11'45.' 5-2'14." 2'•0" 3'-6" 1'-0" ••-101{•' 5'-9'5" 0'•5".4." 0'-5"/ti" 2'-5114x" S'HP 22'-4'/s" S-2'4." 7-1014," "-0144" 22'4'x" 7'-0/" 19'•5. 7•.11'15." 5.8174." 2'•0" 3'-6" 4'-0" •.•1014" 5'.714" O'•1114s" 0'-2W 2'-5174.. .SAHF 19'-1'15." 7'-101.4. • 7'•101/4i' ''-0i14.•• 19'•11'1" ?'7'S" 16'•21:." 7'-11175:' S-2114." 2'-0" b' 4'-0" ••_1014 • 5'-914'• 0 -5".4i' 0'-5".i." 2'•^1151" �.' 50.:5 .101." _.-101/4.' 3t14. ..�.� S'Hr 22'••1'5•• '. ' "_. 2Z'-4'ti' 7'-7'i" 19' S" ,'•11'15:' S=8'?is" 2'-0" 3'-0" .101:" 0'-11?4. 0'-Z'/: e'•5t7he•' SAHF 19'-1115." 5'-2'.5." 9'-11'45:' ?'•244:' 19'.11{" 9'•"c" 16'-214." 10'-1?5:' 7'•101ri." 2' �' 3' 6" 4'-0" 401{" : •. 0'-1114:" 0'-111 ." •o I60;0.7- 22 ' 5 2t 9•. ts. 3.21. . _ S•HF -45' o•./4:' _ .1 n."=-�.�.' 22'.414' 9'-2' 19'•5' 10'-17.4:' 7'-1("•1." e'•0" 3'-6" 4'-0" 1'•1075" _'•-214" 0'-113A s" "0.2?i" 2'•5'15:• Note: The return opening of me roof curo is orovtaeo witn an aalustaole filler pane, six incnes wine. This oanet allows aaiustment of the return air opening in oroer to c:ear root members of all stanoara roof constructions won tom me supply ana return openings. The return air opening of the euro is at a 90 aegree angle as compared to the roottoo return air opening to allow tms olacement flexibility. The curo acts as a oienum between the aucnvorx ano the unit return ooening. A retainer alio is usea to secure the aaiustable filler piece to the roof curo. -"P" dimension is 5' 6" on 60. 70, 75 Ton SERF !Units wan electric neat). ""R" dimension is 2' 514" on 60. 70. 75 Ton SEHC :Unna wan electric neat). Figure 74-2 - 90 to 130 Ton Units - Service Clearance See Note 3 I 8'0' Minimum v See Note 3 ServicelAirtlow m E -� c3 1Fresh JrAt.••-.H'o' -- t ----. s 3 ' Intake Minimum 1 c z Supply Aft I. O t Service/Airflow _�_ see Clearance to vs r -- --1 (Discharge) ; $ Note -----I I Return Air _ Opening 1 1 L ; Opening ' v. Access Door (See Note 3) Clearance See Note 3 rt L..� See Note 2 ( 8'0' Minimum Service/Airflow Clearance Notes: 1. Provioe unrestricted clearance over the conaenser tans. 2. A minimum clearance of 2' 4.1/2" is required to open the hinged control panel Coors. Both coors swing outwara in a 180 -degree arc. 3. A minimum ciearance of 2' 10-3/4" is reaulre° to oxen the access coots on the unit's suopty tan. evaporator. fiber and exnaust tan sections. All hinge° doors swing outwara in a 180 -degree arc. 74 like gae.V .A1444 t^./cww,.N.....» .._ ....,—. .................»+..w.....«.w�vv�..N...nw,w,.�.��.iw�..ww.�........._.___ NW W SW COOLING LOAD DATA BUILDING OUTLINE N S TABLE VALUES FROM ASHRAE 1989 FUNDAMENTALS HANDBOOK NE E SE CALC. BY: J. Harris DATE: NOV. 6, 1998 PROJECT: Regional Optical Lab LOCATION: Tukwila, WA LATITUDE: 47 TIME: 1500 WALL GROUP (TABLE 30): E & G ROOF NUMBER (TABLE 29): 5 DB TEMPERATURE INDOORS (Ti): 75 DB TEMPERATURE OUTDOORS (To): 83 WB TEMPERATURE OUTDOORS (To): 66 DAILY RANGE (Dr): 20 AVERAGE TEMPERATURE OUTDOOR = ATo ATo= To - Dr/2 = 73 CLIMATE ZONE 1 CONDUCTION WALLS TABLE 31 TABLE 32 ORIENT. CLTD CLTD CF CLTDC NORTH, "E" 15 0 -9 6 EAST, "E" 36 1 -9 28 SOUTH, "E" 29 4 -9 24 WEST, "E" 20 1 -9 12 N. DOOR,G 24 0 -9 15 E. DOOR,G 30 1 -9 22 S. DOOR,G 43 4 -9 38 W. DOOR,G 56 1 -9 48 ROOF TABLE 29 TABLE 32 CLTD CLTD 63 0 CF CLTD -9 54 GLASS CONDUCTION GLASS TABLE 33 CLTD 14 0 CF -9 CLTD 5 GLASS SOLAR ORIENT. NORTH SOUTH EAST WEST TABLE 34 TABLE 36 SHG CLF 37 0.76 146 0.53 214 0.29 214 0.4 Page 1. CF=(78-Ti) + (ATo-85)= -9 OUTSIDE AIR MIN. CFM/OCCUPANT: 15 OCCUPANT HEAT GAIN CHAP. 26, TABLE 3 SENSIBLE: LATENT: CLG. LOAD FACTOR: 300 250 1 WINDOW CHAP. 27, TABLE 13 U windows= U GLASS DOORS= 0.9 1.13 GLASS SHADING COEFFICIENTS CHAP. 27, TABLE 29 & 32 GLASS SC: 0.85 LIGHTING 8 EQUIP.HEAT GAIN LIGHTING: EQUIP. 1.6 WATTS/SF 0.5 WATTS/SF .a......,...wur...iwac LArdA[Y:J.wquttawtV./X0**MaMSwa4.5.1 SPACE: OPTICAL LAB- BLOCK LOAD CALC.BY: J. Hams PROJECT: Regional Optical Lab LOCATION: Tukwila, WA DATE: NOV. 6, 1996 OUTSIDE DBT: INSIDE DBT: TEMP. DIFF. 83 WBT: 66 75 WBT: 65 8 TIME: 1500 -TRANSMISSION ORIENT. SOURCE AREA CLTDC U BTU NORTH WALL 1 2,408 6 0.431 6,227 WALL 2 1,188 6 0.0469 334 WINDOW 448 5 0.65 1,456 DOOR 3 96 5 1.13 542 SOUTH WALL 1 1,726 24 0.431 17,854 WALL 2 2,234 24 0.0469 2,515 WINDOW 16 5 0.65 52 DOOR 1 64 38 0.42 1,021 DOOR 2 100 38 0.08 304 EAST WALL 1 888 28 0.431 10,716 WALL 2 1,644 28 0.0469 2,159 WINDOW 240 5 0.65 780 DOOR 1 28 22 0.42 259 DOOR 2 80 22 0.08 141 WEST WALL 1 1,506 12 0.431 7,789 WALL 2 1,097 12 0.0469 617 WINDOW 256 5 0.65 832 DOOR 1 21 48 0.42 423 HORIZONTAL ROOF TOTAL TRANSMISSION 34,544 54 0.046 85,807 TOTAL 139,829 SOLAR RADIATION ORIENT. SOURCE NORTH SOUTH EAST WEST WINDOW WINDOW WINDOW WINDOW AREA 448 16 240 256 SC 0.85 0.85 0.85 0.85 SHG 37 146 214 214 CLF BTU 0.76 10,708 0.53 1,052 0.29 12,660 0.4 18,627 TOTAL 43,047 INTERNAL LOADS PEOPLE LIGHTS EQUIPMENT OUTSIDE AIR TOTAL NUMBER WATTS WATTS CFM 250 55,270 139,729 3,750 300 CLF 3.41 CLF 3.41 EFF 1.08 TEMP DIFF 75,000 188,472 476,475 8 32,400 772,347 LATENT LOADS PEOPLE NUMBER 250 250 CLF 62,500 TOTAL COOLING LOAD: NUMBER OF TONS WI 15% S.F.: 1,017,724 97.53 Page 2 OPTICAL EQUIPMENT LOADS EQUIPMENT QUANITY AMPS VOLTS PHASE WATTS SURFACE GEN 3 20 208 1 12,480 CYLINDER MAC 1 7 208 1 1,456 WASHER 1 8 120 1 960 SLURRY REFER 2 7.3 208 1 3,037 SLURRY TANK 3 4 208 1 2,496 BLOCKING SYS 3 10 120 1 3,600 CHILLER 1 3 120 1 360 EDGER 3 10 120 1 3,600 BLOCKER 1 10 120 1 1,200 ANALIZER 1 3 120 1 360 TINT TANKS 3 17 120 1 6,120 STONE BUFFER 3 5 120 1 1,800 , DUST COLLECT 1 6 120 1 720 LENS ANALIZER 1 3 120 1 360 LAP CUTTER 1 8 208 1 1,664 COMPUTER 1 1.2 120 1 144 EPSON PRINTE 1 1.8 120 1 216 H -P PRINTER 1 1.2 120 1 144 OKI PRINTER 1 1.1 120 1 132 PHONE SYSTEM 1 6 120 1 720 COPIER 1 14 120 1 1,680 TRACER 1 5 120 1 600 GENERATOR 1 4 120 1 480 WASHER 1 15 120 1 1,800 DRYER 1 20 120 1 2,400 CYCL. MACH 3 50 208 1 31,200 MI SC. ELECT. 50 10 120 1 60,000 TOTAL 139,729 Page 3 03/19/97 WED 11:35 FAX 206 822 4129 MULVANNY PARTNERSHIP MULVFtRflY P�RTfIERSHIP ARCHITECTS P. S. � March 19, 1997 Mr. Ken Nelsen City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Costco Regional Optical Facility Tukwila, WA MP# 95-074 Dear Mr. Nelsen In compliance with your request, this letter will serve to explain the locking system at th:; double exit doors at the main entry and at the patio. These doors will not be physically locked curing business hours (or when the building is occupied). Sonitrol has installed a magnetic locl'ing security system which holds the doors closed (using magnetic force) so that they can not ue opened from the outside. However, the doors may be exited from the inside of the build :.g at all times by simply pushing the door touch bar as you exit. In addition, the security system is tied into the fire alarm system so that if the fire alarm s activated, the magnetic locks on all the doors m the building automatically release so th.: the ' building can be entered from the outside without the use of keys. In short, the system prt.vides for free egress at all times, with no entry from the outside except in the case of fire alarrc. activation. Sonitrol has furnished this information to me. They will provide written infc rmation on their systems as required by the city. If you need any further information, please contact our office. Thank you. Sincerely, MULVANNY PARTNERSHIP, P.S. Angie Yusuf Project Manager ahy cc: Randy White/Costco Wholesale Mike Jorgenson/Costco Wholesale f� Ken Lorenz/Ferguson Construction Douglas Mulvanny • Jerry Quinn Lee • Mitchell Smith • Carol Simpson 11820 Northup Way, #E 300 • Bellevue, WA 98005 • (206) 822-0444 • FAX: (206) 822-4129 [loin C Vi? 9uiliepgrs�n A United Dominion Company National Service Team `' Memo To: Scott Clausen / Span Construction From: Ric Slocum Date: March 10, 1997 Subject: Bar Joist check VarocoPrudan SWIdktg. SUNS 400 1000 Poplar Awnu PO Box 17N7 MMmphb, TN 1111741$7 7.11017124000 Fax 101$174211 PriceCostco Reginal Optical Center, Tukwila, WA VP job WD9662144.01 Varco-Pruden has concluded that Bar Joist # J51 & J53 are not required based on the stress check of the adjacent joist # J50 & J52. Please call if you have any addition questions. Ric Slocum P.E. Sell= 512j. 03,11/97 06:5T FAX 206 861 6050 GEOENC.INEERS Geo engineers PriceCostco c/o Mulvanny Partnership 11820 Northup Way, E300 Bellevue, Washington 98005 Attention: Ms. Angela Yusuf March 10, 1997 0002 Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska Summary Letter Construction Monitoring Services Costco Optical Facility Tukwila, Washington File No. 0975-041-37 INTRODUCTION AND SCOPE This letter presents a summary of our construction monitoring services for the Costco Optical Facility in Tukwila, Washington. We completed a geote.chnical study for the site, entitled, ''Report, Geotechnical Engineering Services, Planned Optical Facility, Tukwila, Washington," dated July 18, 1996. Tne purposes of our construction monitoring services were to monitor compliance with our recommendations and the portions of the project specifications which relate to geotechnical issues. Our specific scope of services completed for the project includes: 1. Provide recommendations for placement and monitoring of settlement plates in the building pad area during the preload period. 2. Observe placement of settlementplates and preload fiI1 in the building pad area. 3. Evaluate settlement data collected by others on a weekly basis and provide recommendations for removal of the preload fill. 4. Perform laboratory maximum density/moisture tests (ASTM D-1557) on soils placed as fill as a basis for evaluating the adequacy of compaction achieved by the contractor. 5. Monitor and test in-place density of the structural fill during placement. We will work with the earthwork contractor to establish lift thicknesses and compaction procedures necessary to achieve the recommended compaction criteria. C»oEngineers, Inc. 841G 154th Avenue S.E. Redmond, WA 98052 Telephone (206) 861.6000 Fax (206) 861{6050 PiimY4 br rewlit poier, ; 03/11,97 06:58 FAX 206 861 6050 GEOENGINEERS PriceCostco March 10, 1997 Page 2 6. Observe footing subgrades to verify that foundation support is adequate and the subgrade has been adequately prepared. 7. Provide recommendations for procedural changes should the grading conditions during the earthwork differ from those anticipated. 8. Monitor construction of utility trenches and perform representative in-place density tests as appropriate to evaluate compaction. 9. Monitor subgrade preparation and placement and compaction of the base layer in paved areas. 10. Prepare daily field reports documenting our field observations, conclusions and recommendations. 11. Provide recotnmendatians for design changes should the conditions revealed during construction differ from those anticipated. 12. Prepare a summary report at the conclusion of our construction monitoring services. Detailed results of our intermittent construction monitoring services were presented in our daily field reports for the project, numbered 1 through 33. Copies of the field reports were left on the job site with Ferguson Construction and copies were also transmitted to Mulvaney Partnership. OBSERVATIONS The site was cleared prior to our construction monitoring visits. Interior and exterior footing excavations began on October 28, 1996 (Field Report No. 1). Footing overexcavation and structural fill placement were monitored on an intermittent basis (Field Report Nos. 1 through 7). The footing excavations were backfilled to the existing ground surface elevations to allow for placement of the building preload. In addition, four wells were installed to facilitate drainage of the site for footing construction (Field Report No. 7). Excavation for construction of the interior and exterior footings resumed on December 10, 1996 (Field Report No. 14) after the preload had been removed. Construction of the interior and exterior footings were monitored on an intermittent basis (Field. Report Nos. 14 through 19) and were evaluated by probing with a 1/2 -inch -diameter probe rod. In addition to the interior and exterior building footings, we also evaluated retaining wall, mechanical room, and canopy footing subgrades. The loading dock retaining wall footing subgrade was evaluated on January 9, 1997 by probing (Field Report No. 24). The mechanical room footing subgrades had been over -excavated and replaced with crushed recycled concrete and the prepared subgrades were evaluated on January 24, 1997 by probing (Field Report No. 26). Canopy footing subgrades were constructed from January 27 to 29, 1997 (Field Report Nos. 27 through 29). Based on our observations of the footing subgrades and the GeoEngineerR Filo No. 0975.041-10-1130 X1003 ice.. �:a...,.....,......,............... �,�...>...,..........«...:.., '03/11/97 06:59 FAX 2(6 861 6050 PriceCostco March 10, 1997 Page 3 c C;EOENGINEERS Z004 results of our probings, it is our opinion that the footing subgrades, including interior, exterior, retaining wall, mechanical room, and canopy, were prepared in general accordance with the project plans and specifications and our recommendations. Preload material was imported to the site beginning on October 31, 1996 (Field Report No. 4). We intermittently monitored the type and placement of the preload material over the building footprint from October 31, 1996,: -to November 8, 1996 (Field Report Nos. 4 through 10). Preload settlement data were collected by W&H Pacific. We provided recommendations regarding removal of the preload in our letter dated December 11, 1996. The preload material was removed from the building pad area beginning on December 5, 1996 (Field Report No. 12). The preload fill continuer) to be removed from the building pad and placed in the parking areas through December 10, 1996 (Field Report No. 14). Grading of the building pad began on December 20, 1996 (Field Report No. 20). We monitored the grading of the building pad and placement of the capillary break material (5/8 -inch minus crushed rock) over the building pad on an intermittent basis from December 20, 1996 to January 8, 1997 (Field Report Nos. 20 through 23). The closure strip was backfilled with pea gravel. Intermittent monitoring of the closure strip backfill occurred simultaneously with the building pad monitoring. We evaluated the building pad by proofrolling the subgrade and by probing on January 8, 1997 (Field Report No. 23). Based on our observations and probings, it is our opinion that the building pad subgrade, including the closure strips, was prepared in general accordance with the project plans and specifications and our recommendations. Installation of storm and sanitary sewer lines was monitored on an intermittent basis from November 5, 1996 through January 29, 1997 (Field Report Nos. 7 through 29). Our monitoring activities included observations of trench excavations, placement of bedding material, placement and compaction of backfill material, and evaluation of compacted backfill material. The utility trench backfill was evaluated by completing representative in-place nuclear density tests using a nuclear densimeter and/or by probing. Based on our observations, testing, and probings, it is our opinion that the utility trenches were prepared in general accordance with the project plans and specifications and our recommendations. We monitored preparation of the parking lot subgrade intermittently from December 3, 1996, through February 24, 1997 (Field Report Nos. 11 through 33). Our monitoring activities included excavation of unsuitable soil, placement of geotextile fabric over the prepared subgrade, placement of structural fill material over the fabric, removal of soft or otherwise unsuitable areas and replacement with crushed recycled concrete, and evaluation of the prepared subgrade. We evaluated the prepared parking lot and driveway subgrade by a proofrolling and by probing on February 24, 1997. Based on our observations and probings, it is our opinion that the parking lot and driveway subgrades were prepared in general accordance with the project plans and specifications and our recommendations. GeoEngineetc File No. 0975-041.10.1130 '03/11/97 06:57 FAX 206 861 6050 Geo.Engineets FAX TRANSMITTAL GEOENGINEERS 8410 - 134th Avenue NE Redmond, Washington 98052 Telephone: (206) 861-6000 Fax: (206) 861-6050 To: Ferguson Construction Date: March 10, 1997 File: 0975.041-37 Fax Number: S75-7975 Attention: Mr. Ron Smith Regarding: Summary letter for Construction Monitoring, Costco Optical Facility, Tukwila, Washington 1001 Pages Date Description 1 03/10/97 Fax Transmittal 4 03/10/97 Summary letter Total Pages: 5 Comments: Signed: Mary 5. utherford 406/11/97 07:00 FAX 206 861 6050 PriceCostco March 10, 1997 Page 4 GEOENGINEERS c CONCLUSIONS Based on the earthwork and foundation operations that we observed, we conclude that the work discussed herein was completed in substantial compliance with our recommendations and the project plans and specifications, 4 O r We trust that this letter satisfies your current needs. Please call if you have any questions. EAN:MSR:wd Document ID: 0975041.SL Two copies submitted cc: Ferguson Construction (2 copies) 7433 Fifth Ave. S. Seattle, WA 98108 Attn: Mr. Ken Lorenz Copyright t: 1997 by GepEnginbers, Inc., All rights reserved Q e o E n g i n o a r s Yours very truly, GeoEngineers, Inc. /7. • Elizabeth A. Hill Staff Geologist Mary S. Rutherford, P,E. Associate File No. 0975-041-10-1130 Zoos • ta:. MAR— 7-9' 1.....s t.{.1'AHAV.1,4::W't':YA'..M041,44'u:.p.ar.,..% t 1,11,1X44. 1,111 `e.1 fr,AUVJvu 10:48 TE C T.E. Inc. iU • :AUL: ��J� FAX NO. 20 ;•d 13101 P. 01 14900 Interurban Ave. S., Suite 203 Tukwila, WA 98168 Phone: 208-241-2012 / FAX: 206-241-3101 March, 1997 Mulvarrny Partnership 11820 Northup Way euite E-300 Bellevue, WA 98005 Attention: Ms. Angle Yusuf Re: PriceCostco Regional Optical Lab (MP#95-074) 11141 Saxon Dr, ukwlla, WA Dear Argie, As re nested, following are the footcandle readings on the sidewalk along Saxon Dr. q' 9 g 9 This reeding was conducted on March 6, 1997 between 6:30.6:45 PM, The reading was afttected by the FC reading from (4) four existing street lights. The reading was 5 FC under the existing street lights, The minimum reading was 1.2 footcandle. The maximum reading was 6 footcandle (where`the parking lot light pole and the existing street light pole are 5' apart), Overall', along the sidewalk the reading is between 2.1 and 3.5 footcandle. This is an initial footcandle reading. The maintenance footcandle within 6 months will be an average of 1,96. Therefore, the lighting does comply with city requirements when evaluated separately frorn the existing street lights. If you Have any questions, please call. Sincereily, Ann N,ITieu, P.P. 1 4 ani no, FAX TRANSMITTAL City of Tukwila Department of Community Development Fax Number: (206) 431-3665 FILE COPY To:Angie Yusuf DATE: 1/9/97 TITLE: FROM: Vernon Umetsu COMPANY:Mulvanny Partnership TITLE: Assoc. Planner DEPT: DEPT: Planning FAX 822-4129 NO. Total number of pages transmitted, including this cover sheet: 2 SENT BY (initials): 417, - SUBJECT: D SUBJECT: D96-0024: Revision of site lighting condition COMMENTS/MESSAGE: Pursuant to our meeting this morning and your request, I have amended the building permit condition related to site lighting as shown on the attached sheet. Please call me if you have any questions. cc: Permit Coordinator IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: FILE COPY CITY OF TUKWILA Id: MISC150 Keyword: UACT User: 1684 01/09/97 Conditions Associated with the Activity Below DEVELOPMENT PERMIT Permit No: D96-0024 Occupant: PRICE COSTCO OPTICAL LAB Status: ISSUED Address: 1141 SAXON DR Add a Condition y Enter Author: 1684 Notation: PLANNING �i Effective Date Range - From: 01/09/1997 Thru: 01/01/2050 y Condition Text: (below) (LIGHT LEVEL CONDITION. At the applicant's request (Yusuf, y1/9/96), the applicant shall be allowed to field (demonstrate a maximum 2 ft./candle light level at the property line. A letter from the light engineer stating ythat levels have been field measured and satisfy City standards will be submitted PRIOR to calling for a yPlanning inspection. Sr. Sr. Y *** Press any key to continue *** Condition added OK T.E. Inc. January 8, 1997 14900 Interurban Ave. S., Suite 203 Tukwila, WA 98168 Phone: 206-241-2012 / FAX: 206-241-3101 City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 Attention: Mr. Vernon Umestu Re: PriceCostco Regional Optical Lab 1141 Saxon Dr. Tukwila, WA (MP#95-074) Dear Mr. Umestu, Plan Check #: D96-0024 Sheet SE -1 shows photometrics with the light levels higher than the city standard. This is because our photometric program is not able to calculate the effect of the backshields which will be put in place at the perimeter areas. The photometric readings show a much greater light level than would actually be present. We are aware that we may not exceed 2 footcandles at the back of the sidewalks adjoining the site. After the lights are installed, if there are any problems with the light levels, we will put in place either an extended backshield or some other type of mitigation measure to bring the light levels down to the city requirements.. If you have any questions, please call. Sincerely, /4-,..L....y1-2------ Ann N. Tieu, P.E. Project Engineer . . GeoEngineers LETTER OF TRANSMITTAL CO.7"C../0i'16 - 00:2. FILE COPY 8410 - 154th Avenue NE Redmond, Washington 98052 Telephone: (206) 861-6000 Fax: (206) 861-6050 To: City of Tukwila Public Works Department 6300 Southcenter Blvd. Tukwila, Washington 98188 Ms. Joanna Spencer Attention: Regarding: Field report nos 20 through 23 for the Costco Optical Facility We are sending: Date: January 9, 1997 File: 0975-041-37 ® Attached 0 Under Separate Cover RECEIVED JAN 10 1997 TUKWILA PUBLIC WORKS Copies Date Description 1 Field report Nos. 20 through 23 These are transmitted as checked below: 0 For Your Use 0 For Review and Comment Remarks: ® As Requested 0 Other (see remarks) Copy To: Signed: 0 Returned Mary Rutherford Geo 1Ot Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP.,, -AT File Number; 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 20, 1996 Owner: PriceCostco Report Number: 20 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 1145 Page: 1 oft Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: 1320 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when 1 arrived. Please note the attached site plan for the following descriptions. East Parking Lot When we arrived, HOS Bros. had finished mixing the preload soil. The preload soil mixture consists generally of moist brown fine to coarse gravel with silt and fine to coarse sand. For future reference, the preload soil mixture will be referred to as Preload Fill. HOS Bros. had placed approximately 4 feet of Preload Fill on the east parking lot. The fill had been rolled with a Rayco 60 - inch diameter vibratory roller. The remaining amount of Preload Fill was stockpiled on the west side of the east parking lot. Doug Wiley with HOS Bros. estimated the stockpile to consist of approximately 600 to 700 yd3 of soil. HOS Bros. will use the fill as needed throughout the site. The Preload Fill stockpile was uncovered during our site visit and was observed to have a high moisture content. A sample of the Preload Fill was taken for GeoEngineers' lab to perform a proctor. Doug Smith noted that HOS Bros. or Ferguson Construction would cover the stockpile to protect it from the rain. Building Pad HOS Bros. had graded the building pad west of gridline 6.5 to 11 inches below finished grade. Doug Wiley noted that HOS Bros. will place 6 inches of crushed rock in this area of the building pad today and tomorrow. The subgrade soil consisted of brown to gray fine to medium sand with gravel. The exposed sand consisted of native sand and imported Woodinville Sand which was used as a preload soil. The subgrade was evaluated by probing with a 1/2 -inch diameter steel rod. Probe depths were generally 3 to 4 inches. Ponded water less than 1 inch was observed in some areas. Two abandoned ditch lines approximately 18 inches wide had been backfilled by HOS Bros. with Preload Fill. The ditch lines were located near interior footings E.4-7 and F.7-7 and extended to the north exterior footing. The ditch lines were excavated for electrical conduits. No conduits were placed in them due to a change0 in location. HOS Bros. backfilled the 16 to 18 inch deep ditch lines with the Preload Fill. HOS Bros. noted that they had rolled the till with the vibratory roller. The ditch line near interior footing E.4-7 was observed to pump under foot. Probe depths were 12 inches and standing water This report presents opinions formed es a result of our observations oI activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence oI ow representative. Ow work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site safety on this project. Site Plan Attachments: Distribution: DA(o-co;1y FILE COPY Signed: l/z.//sRwlnl oK '7 G' Geo\Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 20, 1996 Owner: PriceCostco Report Number: 20 Prepared By: Nancy Glenn Location: Tukwila, WA Arriv&: 1145 Page: 2 of 2 Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: 1320 Permit Number: was observed in this area. As the ditch line ran towards the northwest, the compaction of the fill improved and was not observed to pump under foot. Probe depths were typically 4 inches. The second ditchline near interior footing F.7-7 was observed to pump under foot along it's entire length. We recommended to HOS Bros. that they remove the fill which was observed to pump and replace it with a drier structural fill. HOS Bros. noted that they will try to use the Preload Fill and if it is too wet to achieve adequate compaction, they will use pea -gravel or crushed rock. Closure Strips HOS Bros. noted that they will be placing backfill within the closure strips for the west and north exterior footings tomorrow. HOS Bros. will try to use the Preload Fill as a backfill. Approximately 3 to 4 feet of fill is needed along the closure stips. Doug Smith and Doug Wiley noted concern that the Preload Fill may be too moist and that adequate compaction may not be achieved. We recommended that if that is the case, pea -gravel be used. We noted that if pea -gravel is used, it should be placed in appropriate lifts and compacted. This report presents opinions famed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of ow representative. Out work does not include supervision or direction of the actual work of the contractor, his employees or agents. Out firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: a A 414 ' ! .:.. .011. E . z 4 rJ IF • rr flMani ..!•� .. .3 r— ON rMfer""4.1 +.�� . am 1.1 O r _J 0 1 :ti.�`i`sc.rtk� .s-- L— _J 4.. +.4r .M 1 ~1 ',0 1.'?....�nt1.. �.... 0000..., J 1•. r- L O O L —J f 1— I. T• G C G t ra. rn .•.0 •Q 01, Lilt BO7 r the F. il3l Ir.•L t �irpf' �i._ r.. r •••1- J�J rJ. Geo \ Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPS-r:T File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 21, 1996 Owner: PriceCostco Report Number: 21 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 1200 Page: 1 oft Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: 1300 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. Building Pad When we arrived, HOS Bros. had placed up to 6 inches of 2 -inch minus crushed rock west of gridline 6.5 on the northern half of the building pad and west of gridline 5 on the southern half of the building pad. The crushed rock had been static rolled with a Rayco 60 -inch double drum roller at the request of the masoners who were constructing a wall on the south side of the building pad. Doug Wiley noted that they would like to grade and place crushed rock on the building pad west of gridline 4 today. The area west of gridline 4 which had not been graded to subgrade elevation had 2 to 3 inches of wet loose soil on it. Probe depths with a 1/2 -inch diameter steel rod beneath the slough were typically 2 to 4 inches. The soil beneath the slough appeared to be firm. No grading with heavy equipment will be performed in an area between and extending 10 to 15 feet beyond interior footings F.7-6 and E.4-6 due to plumbing pipes immediately beneath the surface. Restrooms will be located in this area of the building pad. HOS Bros. will place approximately 2 inches of crushed rock in this area to bring the elevation up to the bottom of floor slab. HOS Bros. will continue to grade and place crushed rock on the building pad on Monday, December 23, 1996. Closure Strips When we arrived HOS Bros. had placed pea -gravel in the closure strip for the west exterior footing and in the northwest corner of the north exterior footing. HOS Bros. used pea -gravel instead of the Preload Fill because they were concerned about not being able to achieve adequate compaction. Pea - gravel was also used in order to reduce the amount of time and labor needed. Doug Wiley noted that 3 to 4 feet of pea -gravel was placed in the west closure strip. The top of the pea -gravel was at subgrade elevation. Approximately 1 to 2 feet of pea -gravel was placed in the west end of the north closure strip. Electrical conduits were located in this area and HOS Bros. was placing pea -gravel around the conduits. They were compacting the pea -gravel with a concrete vibrator every 1 to 2 feet. Doug Wiley noted that they had placed the pea -gravel along the west closure strip in 2 lifts. This report presents opinions famed as a result of our observations of aclivities•relstin g to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: 09(vOOdy FILE C4PY Signed: l Geo ‘19 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP61T File Number: 0975-041-37-1I30 Project: PriceCostco Regional Optical Facility Data: December 21, 1996 own.r: PriceCostco Report Number: 21 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 1200 Pape: 2 of 2 Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: 1300 Permit Number: The closure strip for the south exterior footing will not be backfilled until the southern block wall has time to cure. The masoners were on site today constructing the wall. Doug Wiley noted that HOS Bros. may use an imported fill for the closure strip near the loading dock on the south exterior footings instead of pea -gravel. HOS Bros. may use an imported fill instead of the Preload Fill due to the Preload Fill's high moisture content. West Parking Lot HOS Bros. plans on removing the wet slough on the west parking lot area on Monday, December 23, 1996. Ferguson Construction has requested an equipment access on this side of the site. Doug Wiley with HOS Bros. noted that they will excavate to 1 foot below subgrade elevation. They will then place a non -woven geotextile and 1 foot of Preload Fill. This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the pions and specifications throughout the duration of the protect irrespective of the presence of our representative. Ow work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site safety on this project. Site Plan Attachments: Distribution: Signed: . • MI Ma . II • ' -I si Iv • I . ,ut.. 1 1 .. . 1 1 .•-•• . 1 I 1 I i Z---• •1 ell . r —.1 1 1 • tie .. . ' to 1 1 • i • gMi M [ § — 3 11"), . . UVIAgffintg.=; I 1 . ci r- - •1 I .0•4 , ;r•- • 4.1 . . H II Ir v. • k • •-• • ••- I r• .--....-. / • 1 1 i 111 _;.:..._.... –1. 11 rn L , J r- 1 q":211 r- -% ' II 1, , ..........- ..-.. -.. -.... . A R - • a' i 0 L .. ... J I , IA= • ... ". b. • I II 11.1 11 °I . • 0 -. • 1 – NO r . • III j I- , r: gt. "7 Ile I ,, "1 NM°11 ' • k f lan'" .:4••Irr, M.. WV LZ Z 1 . • IIr III t... .41,1:41.1 It .• I ....... • 1 . it.. „ur • • i ----r- ri... At pm ,,J.,...„..........:3 1•11.00.11•• Or. a . el 4.....M. . , 3....,.:,... FLO - r -i • II r- Mr.,. -1 1 - 1.. ' rfl;*:. Mit ' lee' c • . . c .• 1 I•... c : c . c c c r1 .....1 el .••ai ...... .1... A.A. 1 ..li 1-41 .I• . .1.14 0,41 .0,14 VI /4 • • • I • itA 11 If .. . I.— —1 • •. . KO r —, 1ur .................... .... . If._ ; t '' • 0 . .. ti . • .. • ... J ... , / 'I I li u 1.0•4•1 .... J'"' WI . . •••••1•• • . . ) ap.1:4,71-4i el•• wee el 1* • 1.... / 1 i E4 , • • .. .1 1 .1.?..; A . ....fmN • 1 1 . 1 ' • . . • ...:"• , . ru PI - i. I, d • ' .1 " •.1 i ' . : i •• VI. .1...A 1 • .... . s.7.1 . , r . . • . ..- . •*. ,..• . . . . NSW . 1-. ... MINOMMINMEMEgiiiMMEMI .• '... ''' MOM • • 11 • c • ' t z 7-1z4 Geo .4 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPL,_._ZT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 23, 1996 Owner: PriceCostco Report Number: 22 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830/150 Pape: 0 1 oft Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: 0900/16(1 Permit Number: 0 We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. Building Pad When we arrived this morning, HOS Bros. was placing crushed rock on the north side of the building pad, between gridlines 5 and 6. They had not placed any other crushed rock since our last site visit on Saturday, December 21, 1996. We recommended to HOS Bros. that we observe a proofroll of the portion of the building pad which had crushed rock placed on it. Doug Wiley with HOS Bros. requested that we return this afternoon to observe a proofroll. When we returned at 1500, HOS Bros. had placed up to 6 inches of 2 -inch minus crushed rock west of gridline 4 on the building pad. They had also placed crushed rock on the southern side of the building pad from gridline 4 to gridline 2. Doug Wiley noted that they had removed the slough and water on the building pad in this areas when they graded the pad to 11 inches below finished floor. While we were on site, we observed a proofroll of the building pad west of gridline 4. The proofroll was performed with a Rayco 60 -inch diameter smooth drum static roller. The subgrade appeared to be firm as no pumping was observed under the weight of the roller. Probe depths with a 1/2 -inch diameter steel rod were typically 2 inches. No crushed rock had been placed in the area of the building pad where the restrooms are to be located. As noted in Field Report #21, this area will not be graded to 11 inches below finished floor. HOS Bros. indicated that they will place crushed rock in this area later this week. The existing subgrade probed approximately 3 to 4 inches. Doug Wiley indicated that HOS Bros. will complete the grading and placement of crushed rock on the building pad on Thursday. Ferguson Construction plans on pouring the west side of the building pad on Monday, December 30, 1996. Doug Wiley requested a site visit on Thursday, December 26, 1996 to observe a proofroll on the building pad, east of gridline 4. Closure Strips When we returned in the afternoon, HOS Bros. was placing pea -gravel in the closure strip for the south exterior footing. They had placed pea -gravel in the closure strip from gridline A-8 to gridline A-5. This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Ow work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: oam-may FILE COPY Signed: ti(aAidi Geo%.Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP.ZT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 23, 1996 owner: PriceCostco Report Number: 22 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830/15 Pape: 00 2of2 Purpose of Visit: Construction Monitoring Weather: Overcast, 40F Departure: Permit Numbar: 0900/1600 They were not compacting the pea -gravel because the concrete vibrator which they had previously used was damaged. We recommended to Ron that the pea -gravel be compacted. Ferguson Construction noted that they would compact the pea -gravel on Thursday. HOS Bros. had also placed some pea -gravel in the closure strip for the north exterior footing from gridline H-8 to gridline H-5. Ferguson Construction noted that they would compact the pea -gravel in this area as well. Other Ron noted that he did not have any plans to cover the stockpile of Preload Fill on the west side of the east parking lot. He noted that covering the stockpile would trap moisture in. The edges of the stockpile were compacted with a hoe -pack in order to assist water to drain off of the stockpile. This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plan and specifications throughout the duration of the project irrespective of the presence of our representative. our work does not include supervision or direction of the actual work of the contractor, Ns employees or agents. our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: --rr • •1. -sr C "r L r,• 1 J L1J • I• 9 •Y .1 • 1• I • • 1Y li llxni: i •ii)'li:cnur. • IN r - L J r f 1 ly 'L J • L ____40_1L.,.R ';,..T. 119.1:11ixifl FO I r— —, • t'X'firX L_ -J fu •,u 01 r -1 i r; -� 1-4 > I ' 1 —i, t•i __ Vim_ '"r �' 1 talc •1. !�� �l l.. SEC] IT�Jti Vim,• "', I r.• f At r I L rte I r...r i 11 J. a 1 W MiN HiI i (al (sl (cY •!.!. " (r) L ii Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP, :T File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: January 8, 1997 Owner: PriceCostco Report Number: 23 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0920 Pepe: 1 of 3 Purpose of Visit: Construction Monitoring Weather: Overcast, 45F Departure: 1100 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. Building Pad When we arrived, HOS Bros. had completed placing crushed rock throughout the building pad, with the exception of the area where the restrooms are to be located. The plumbers have not finished their work in this area. Since our last site visit, HOS Bros. had graded and placed 6 inches of 2 -inch minus crushed rock on the building pad east of gridline 4. The contractor indicated that they had removed the slough and water on the building pad east of gridline 4 when they graded the pad to 11 inches below finished floor. While we were on site we observed a proofroll of the building pad from gridline 4 to the east end of the building pad. As noted in Field Report #22, we observed a proofroll of the building pad from gridline 4 to the west end of the building pad. The proofroll which we observed today was performed with a Rayco 60 -inch diameter smooth drum static roller. We also observed a loaded concrete truck drive across the center of the building pad. The subgrade appeared to be firm as no pumping was observed under the weight of the roller or concrete truck. Probe depths with a 1/2 -inch diameter steel rod were typically 2 inches. Ferguson Construction plans on installing trench drains near the east end of the building pad today and tomorrow. Ferguson Construction plans on pouring the building pad on January 30, 1996. Footing Drains Ferguson Construction indicated that 4 -inch diameter footing drains had been installed behind the continuous footings on the west and east sides of the building pad and on the south side of the building pad from gridline 8 to 4. Ferguson Construction indicated that the footing drains were bedded in pea - gravel. HOS Bros. had backfilled 1 foot of native brown sand over the pea -gravel on the west and east sides of the building. These areas will be landscaped. Probe depths were typically 2 to 3 inches. HOS Bros. indicated that they had backfilled 3 to 4 inches of native brown sand over the pea -gravel on the south side of the building between gridline 8 to 4. Probe depths were typically 2 inches. Ferguson Construction indicated that backfill had been placed behind the footings on the north side of the building This report presents opinions formed es a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plane and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site 'slaty on this project. Site Plan Attachments: Distribution: oars ooay FILA ccv Geo kog Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP`. -.(T File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: January 8, 1997 Owner: PriceCostco Report Number: 23 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0920 Pepe: 2 of 3 Purpose of Visit: Construction Monitoring Weather: Overcast, 45F Departure: 1100 Permit Number: temporarily in order to support the masoner's scaffolding. Ron indicated that the backfill will be removed footing drains will be installed behind the north continuous footing. Closure Strips HOS Bros. had completed backfilling the closure strips throughout the building pad. HOS Bros. noted that they had used pea -gravel in all of the closure strips. HOS Bros. indicated that the pea -gravel had been compacted with a concrete vibrator and when possible, with a roller. East Parking Lot HOS Bros. had cut drainage channels running north -south through the fill on the east parking lot. They had also covered a 60 foot wide section of the fill on the southeast side of the east parking lot with plastic and sandbags. The contractor noted that they plan on covering the remaining fill on the east parking lot sometime this week. HOS Bros. had constructed a temporary equipment access road across the east parking lot from Christensen drive to the east end of the building pad by placing 2 to 4 -inch recycled concrete, asphalt, and brick. Three stockpiles of soil were placed on the west end of the east parking lot. The stockpiles consisted of the Preload Fill, the excavated soil from grading the building pad, and the excavated soil from the west parking lot and south side of the site. Ferguson Construction had covered the stockpile of Preload Fill and the stockpile of soil from the west and south sides of the site with plastic and sandbags. HOS Bros. may use some of the soil from the west and south sides of the site for fill on the site. HOS Bros. noted that the third stockpile of soil, from the building pad, will be exported off of the site. Temporary Access Road When we arrived, HOS Bros. had constructed a 20 foot wide temporary road on the west and south sides of the site. The contractor indicated that they had removed 1.5 to 3 feet of soil on the west side of the site and 1 to 3 feet of soil on the south side of the site. HOS Bros. noted the excavated soil was in good condition after the recent snow and rain storms because no equipment had disturbed it. This soil was stockpiled on the east parking lot and covered. The contractor noted that the subgrade was firm and consisted of native brown sand and gray silt. HOS Bros. had placed a Synthetic Industries 500X This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site *slaty on this project. Site Plan Attachments: Distribution: Signed: GeoEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP(L.T Fit. Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Dot.: January 8, 1997 Owner: PriceCostco Armen Number: 23 Prepared By: Nancy Glenn location: Tukwila, WA Arrival: 0920 Page: 3 of 3 Purpose o1 Visit: Construction Monitoring Weather: Overcast, 45F Departure: 1100 Permit Number: woven geotextile over the firm subgrade. They had then placed 2 to 4 -inch recycled concrete, asphalt, and brick over the geotextile to provide a temporary access road. HOS Bros. plans on leaving the geotextile and recycled materials in-place when constructing the parking lot on the west side and driveway on the south side of the site. HOS Bros. plans on constructing a temporary access road on the north side of the site as well. While we were on site, HOS Bros. was removing approximately 6 inches of slough and soft soil from a 20 foot section along the north parking lot with a smooth bucket backhoe. The exposed subgrade consisted of recycled concrete and medium dense moist brown sand. Probe depths were typically 1 to 2 inches. HOS Bros. will place a Synthetic Industries 500X woven geotextile and 2 to 4 -inch recycled concrete, asphalt, and brick to provide a temporary access road. HOS Bros. noted that they will leave the geotextile and recycled materials in-place when constructing the parking lot on the north side. TNs report presents opinion formed as a result of our observation of activities relating w geotechnical engineering. We rely on the contractor to comply with the plane and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: X14 IN 1.1 4 , l4 I - j L - - J L - J . i ... so. "•"• ••••• oj1/4! • 1 1 — •••• 1 ------------ C • A. E$.5 it - mere s . a Iz 25' 225 RKI/11C: 5P4CE5 OJTlbE 51LIORELINE 1/45D.2,1 • ; • - • - i i 82J4' • '• 6•40• 55•21' R • 1...5%.=• VACUJI 11:4-C4-1. UNI l'orERAAJ.43 • . I • , : , •';•• • • 10 Cq75 - Gq1 -3' • 11147 $403c...00.• 2;3:55' • • 1::'• CITY- SIF!UKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 as -o -7y, D7 RECEIVED CITY OF TUKWILA DEC 2 01996 PERMIT CENTER REVISION SUBMITTAL DATE: 1 ' ZD ' ('o PLAN CHECK/PERMIT NUMBER: -" 00 2 PROJECT NAME: P K tz% 1 - 7Z ICJI�-,kL, cPflrt -i L-'4 PROJECT ADDRESS: 1(41 �I l0�) l IA. FEW 1,1A-1 Vv/k CONTACT PERSON: ,k \tCA 1, (L1A PHONE: 02- - 4 REVISION SUMMARY: cvv,,q, .(a-rrr1rn 5 i' c>)1a10 wl due,Lda wvvuGh. (n 1( S W re,1061✓- peAr /�l2 S l owl �� f ed l.t,wa s , Cxx Le�E-- i�'\ o5 u _Q.�) 1a-.a3-eco.4Jb olv SHEET NUMBER(S) 'S IE 3 8. 2 0 1986 "Cloud" or highlight all areasof revisions and date revisions.,,- .OG 1)\v1S° SUBMITTED TO: CITY USE ONLY 3/19/96 GeoEngineers LETTER OF TRANSMITTAL b96--(c)0DT-1 FILE CPPv 8410 - 154th Avenue NE Redmond, Washington 98052 Telephone: (206) 861-6000 Fax: (206) 861-6050 To: City of Tukwila Public Works Department 6300 Southcenter Blvd. Tukwila, Washington 98188 Ms. Joanna Spencer Attention: Regarding: Field report nos 1 through a for the Costco Optical Facility We are sending: Attached Date: December 19, 1996 File: 0975-041-37 0 Under Separate Cover RECEIVED 1 :9 1 �9a^�r, TUKWILA PUBLIC WORKS Copies Date Description 1 Field report Nos. 15 through 19 These are transmitted as checked below: 0 For Your Use ❑ For Review and Comment Remarks: ® As Requested 0 Other (see remarks) Copy To: Signed. `9A? -11, Mary Rutherford 0 Returned Geo ,‘,4 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPO -„T File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 13, 1996 Owner: PriceCostco Report Number: 15 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830 Pape: 1 of 2 Purpose of Visit: Construction Monitoring Wgather: Overcast, 38F Departure: 0945 Permit Number: I visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. When I arrived I met with Ron Smith with Ferguson Construction. Doug Smith with HOS Bros. was also on site. Please note the attached site plan for the following descriptions. Interior Footings When we arrived, the excavations for 16 interior footings were completed. Ron noted that HOS Bros. had performed the excavations yesterday afternoon. The interior footings included B-6, B-7, C.7-2, C.7-3, C.7-6, C.7-7, E-2, E-3, E.4-5, E.4-6, E.4-7, F.5-2, F.5-3, F.7-5, F.7-6, and F.7-7. The excavations for footings B-5 and C.7-5 had not been performed. Ron noted that HOS Bros. would excavate B-5 and C.7-5 on Monday, December 16, 1996. The subgrade soil in the excavations consisted of recycled concrete. The recycled concrete was evaluated by probing with a 1/2 -inch diameter probe rod. Probe depths were typically 1/2 to 2 inches. Water and slough were observed in the base of the excavations for footings C.7-2, C.7-3, E-2, and F.5- 2. We recommended to Ron that the water and slough be removed prior to constructing the footings. We indicated to Ron that based on our observations, it is our opinion that the subgrade soil in the footing excavations is firm, unyielding, and capable of the design bearing support with the condition that the above noted water and slough be removed prior to footing construction. Exterior Footings While we were on site, Ferguson Construction was pumping water out of the excavations for the exterior footings. They had placed the forms and rebar and were planning on pouring the footings this afternoon. Ron indicated that Ferguson Construction had compacted the backfill at the base of the excavation for exterior footing H-1 as per GeoEngineers recommendation (Field Report #14). We evaluated the compaction of the backfill by probing. Probe depths were typically 1 to 2 inches. Based on our probings, it is our opinion that the backfill in footing excavation H-1 has been adequately compacted. Ron noted that HOS Bros. will begin excavations for the exterior footings on the east and south sides of the building pad on Monday, December 16, 1996. East Parking Lot l/yl SA -KM L;)c1 DD�� This report presents opinion formed r • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work doss not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site gaiety on this project. Site Plan Attachments: Distribution: FILE COPS Signed: Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP6KT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 13, 1996 Owner: PriceCostco Report Number: 15 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830 Pape: 2 of 2 Purpose of visit: Construction Monitoring Weather: Overcast, 38F Departure: 0945 Permit Number: When we arrived, HOS Bros. was clearing sod from the east end of the east parking lot. They were using a Komatsu PC200 smooth -bucket backhoe and a Komatsu D68P bulldozer. They were approximately 2 to 3 feet above subgrade elevation. The exposed soil on the western side of the area they were grading consisted of medium dense moist brown fine to medium sand with silt and gravel. The exposed soil on the eastern side of the area they were grading consisted of disturbed loose wet brown silty sand with organics. The organics consisted of weeds and grasses. A stiff moist gray to brown silt layer was exposed in some areas beneath the disturbed silty sand. Doug Smith indicated that HOS Bros. would continue to grade the east end of the parking lot for the remainder of the day and all day tomorrow. He noted that they may place the geotextile tomorrow afternoon. The geotextile will be installed at the same elevation as the in-place geotextile on the west side of the east parking lot. At Least 1 foot of fill will be placed over the geotextile. Doug Smith noted that he will not place any fill until next Monday, December 16, 1996. He indicated that HOS Bros. could expose the subgrade soil beneath the geotextile on Monday morning in order for GeoEngineers to evaluate the subgrade soil. Ponded water was observed on the south edge of the parking lot. We recommended to Ron that Ferguson pump out any ponded water near the edge of the fill in order to increase drainage. West Parking Lot Doug Smith noted that HOS Bros. would level out and roll the stockpiled Woodinville Sand on the west parking lot next week for equipment access. Building Pad Doug Smith noted that HOS Bros. will begin to work on creating equipment access to the building pad next week. We arranged a site visit with Ron for Monday, December 16, 1996 to evaluate subgrade soil in the excavations for the remaining interior and exterior footings and to evaluate the subgrade soil on the east side of the east parking lot. This report presents opinions formed as • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, Na employes or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: Geo \P Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPL. , F File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 14, 1996 Owner: PriceCostco Report Number: 16 Premed By: Nancy Glenn Location: Tukwila, WA Arrival: 1145 Pepe: 1 of 2 Purpose of Veit: Construction Monitoring Weather: Overcast, 40F Departure: 1230 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. Ron Smith with Ferguson Construction was not on site. I met with Doug Wiley with HOS Bros. when I arrived. Doug Wiley noted that Ferguson Construction was on site this morning and that Ron would be returning later this afternoon. Please note the attached site plan for the following descriptions. Interior Footings When we arrived, Ferguson Construction had constructed 14 of the 18 interior footings this morning. They were planning on pouring the remaining four footings on Monday, December 16, 1996, after HOS Bros. completes the excavations for footings B-5 and C.7-5. Exterior Footings Ferguson Construction had constructed the exterior footings on the north and west sides of the building pad this morning. HOS Bros. will perform the excavations for the exterior footings on the south and east sides of the building pad beginning on Monday, December 16, 1996. East Parking Lot East End (within 200 foot shoreline setback) When we arrived, HOS Bros. was excavating soil from the east end of the parking lot, adjacent to Christensen Drive and inside the area designated as the 200 foot shoreline setback. They were using a PC200LC smooth -bucket backhoe, a Komatsu D68P bulldozer, and a Komatsu D5H bulldozer to excavate the soil. The majority of the sod from this area had been removed and hauled off site. HOS Bros. was stockpiling excavated soil at the northeast corner of the parking lot. Doug Wiley indicated that HOS Bros. was grading the site to 1.5 feet below finished grade. They plan on placing a geotextile at this elevation and then placing 1 foot of fill. The remaining 6 inches will consist of base coarse and asphalt. When we arrived, HOS Bros. had graded the southern portion of the east end of the parking lot to 1.5 feet below finished grade. The soil which was exposed consisted of medium dense moist brown fine to medium sand with silt and occasional gravel. The soil was evaluated by probing with a 1/2 -inch diameter steel rod. Probe depths were typically 3 to 6 inches. This report presents opinion formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of ow representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: Geo 'O Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP(L File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 14, 1996 Owner: PriceCostco Report Number: 16 Proposed By: Nancy Glenn Location: Tukwila, WA Arrival: 1145 Pepe: 2 of 2 Purpose of Veeit: Construction Monitoring Weather: Overcast, 40F Departure: 1230 Permit Number: A wet soft gray silt with sand and gravel was observed in an approximate 25 feet x 30 feet area near the center of the east end parking lot. Doug Wiley noted that the smaller bulldozer, the Komatsu D5H, had difficulty maneuvering and was sinking several inches in this area. Probe depths were typically 1.5 feet in this area. Doug Wiley noted that the area was 6 to 12 inches above subgrade elevation. We recommended to HOS Bros. that the soft soil be removed if it is observed at subgrade elevation. Doug Wiley noted that the northern portion of the east end parking lot was approximately 1 foot above subgrade elevation. He said they would continue to grade the parking lot for the remainder of the day and would most likely not be placing the geotextile in the 200 foot shoreline setback area until Monday, December 16, 1996. This report presents opinions formed r • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of ow representative. Our work does not Include supervision or direction of the actual work of the contractor, his employer or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: - _ . --• .... • e 15. 5:j1L12.- \ —4----7--....—..bc.— . ., . • r - - .... _ ...... [ • 1 LJ ARAPtir abdirrid4 wa. ••••• •••••• ETED 1 33 IN51= 5ETBACX. 2"7°.••• .. ... • • I s • 7 ••• • " 1•0yER7-144•47 • - 1 •• j• • , • • 225 P4R<Ittr.: 5P4CE5 aiT51PF.• 541C>RL---1-INE • • . • 1•;:s. •• ". •"-r` 6 ...• 1 •••;•,'. • ... • (12 • • • i; • ' ! Geo \Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPC;..,T Farr Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 16, 1996 Owner: PriceCostco Report Number: 17 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0810 Pape: 1 of 2 Ptrpoee of visit: Construction Monitoring Weather: Sunny, 40F Departure: 1045 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. Interior Footings When we arrived, HOS Bros. was completing the excavations for footings B-5 and C.7-5. They were using a Komatsu PC200 smooth bucket backhoe. The subgrade soil in the excavations consisted of recycled concrete. The recycled concrete was evaluated by probing with a 1/2 -inch diameter probe rod. Probe depths were typically 1/2 inch. Ron noted that Ferguson Construction would be constructing the footings this morning along with the 2 footings which were not constructed on Saturday, December 14, 1996. Exterior Footings While we were on site, HOS Bros. had begun excavations for the exterior footings on the south side of the building pad near A-7. They plan to be finished with the excavations for the exterior footings on the south and east sides of the building pad by tomorrow afternoon. Electrical conduits had been installed beneath the footings immediately to the south of exterior footing H-8 on the west side of the building pad. The subgrade soil beneath a 5 foot section of the footing had been removed in order to install the conduits. Ron indicated that he would pour concrete in the area below the footing because he would not be able to adequately compact any backfill which would be placed beneath the footing. East Parking Lot East End (within 200 foot shoreline setback) When we arrived, HOS Bros. was excavating soil from the northeast end of the parking lot, adjacent to Christensen Drive and inside the area designated as the 200 foot shoreline setback. They were using a PC200LC smooth -bucket backhoe and a Komatsu D68P bulldozer to excavate the soil. The operator of the backhoe was loading dump trucks with excavated soil which was stockpiled near the northeast corner of the parking lot. Doug Wiley indicated that with the exception of the northeast corner, HOS Bros. had completed This report presents opinions formed as a result of ow observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor. his employees or agents. Our firm will not be responsible for Job or site safety on this project. Site Plan Attachments: Distribution: Signed: Geo \0,Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP(3.-. r File Number: 0975-041-37-1130 Protect: PriceCostco Regional Optical Facility Date: December 16, 1996 Owner: PriceCostco Report Number: 17 Prepared ay: Nancy Glenn Location: Tukwila, WA Arrival: 0810 Pape: 2 of 2 Purpose of Visit: Construction Monitoring W.ath.r: Sunny, 40F Departure: 1045 Permit Number: grading the east end parking lot to at least 1.5 feet below finished grade. They plan on finishing the northeast corner today. We noted to HOS Bros. that we recommend that we evaluate the subgrade soil in the northeast corner prior to placing the geotextile. Doug Wiley noted that due to the dry weather forecast, HOS Bros. had decided to leave the subgrade soil exposed overnight and place the geotextile tomorrow. Doug Wiley noted that HOS Bros. had removed the soft gray silt with sand and gravel which was observed on Saturday, December 14, 1996. He noted that the subgrade elevation in this area was 4 to 6 inches low or approximately 2 feet below finished grade. The area was approximately 25 feet x 35 feet. The soil which was exposed consisted of medium dense moist brown fine to medium sand with silt. Probe depths were typically 6 inches. Doug Wiley noted an area near the edge of the existing geotextile which the bulldozers had difficulty maneuvering in when they were grading the area. Loose wet brown fine to medium sand with silt was observed in this area. Probe depths were typically 1.5 feet. The soil was observed to pump under foot. We recommended to HOS Bros. that the loose soil be removed prior to placing the geotextile. HOS Bros. excavated the soil in this area while we were on site. Wood and asphalt debris were observed approximately 6 inches below the surface. The debris was removed resulting in an excavation approximately 10 feet x 20 feet wide and 1 foot deep. The subgrade elevation was 2.5 feet below finished grade. The soil at the base of the excavation consisted of moist medium dense brown fine to medium sand with silt and gravel. Probe depths were typically 6 inches. Doug Wiley noted that HOS Bros. will place the geotextile over the existing subgrade soil. We arranged a site visit for tomorrow morning to evaluate the subgrade soil in the northeast corner of the parking lot prior to the placement of the geotextile. This report presents opinion formed ae a result of our observations of activities relating to geot.cfric. engineering. We rely on the contractor to comply with the plans end specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Out firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: 1 • (1 • • sl" •• r , . • tI1 • r••••••••••••••••••• 1 L J Ij—J CPr--- • •-� L r : J .; --I'rr+r--- l_J 1 LJ t `I ' I I su 1 H L ( Z1v 1 v / 1., / Ill I 1 r -, r - _ I • .0 1•••y •. III y... 4._.r.._....—./..._._..;., , '�S" J L_ � _"I' 1 ::: H i—_ry " I , 4.. —. _ _•I.-.—:'_.:- .__.—._ —. . r• L_ _J —+ L --J t I I .•� • 1 ;•1 • 1 ' • • • . 1( —L J L J L. .J �'"r 1 -e•; � •� '"r 1 . --• --- ;�} / Li t -� t ..L• Jsem .••=•• ��. t I Z --711—- i • ` T�1•.: x:: x ia '") pp 1 •1 • .rr,mw w uu•.• e•/ I (t r '3 ;::::;1111. MIii IN— •rm�t:• m ...... �m..�..•. ..m: �-1 I• 1 4,) 1 011 Ijti r — —, {r4 1Z —t —si' L_J .. • .. I L1J I I 14 L- I -J '� 1'— I —J Z... _1i1)E• r---Tr �•C q C C . F C t .' [ C� C C C t [ r [ ^, fa l r nm ha w. r•. 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SPACE 0.11.5IDE 5440TR:7:LINE- • 1-4kt,sc.t.ar-6-)Th royER544.14'...; I.:•.;3:..:::.::i,•.i.e.; -:"..;' .'-';114.:.t `7••?* ' — ....„.. • ,.: ..:J.,•::•'.• • • 6; : . .. ... -: i ••• •-•• 4. ... 2 . , ..* ' . 1 ...• 7' • '6.. :..''' • ^ 6,,...2::.1.' 1. • • .. .f.o• .2.es-s• ' Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPC... F File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 17, 1996 Owner: PriceCostco Report Number: 18 Prepared By: Nancy Glenn location: Tukwila, WA Arrival: 0825 Pape: 1 of 2 Purpose of Visit: Construction Monitoring Weather: Sunny, 35F Departure: 0945 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. Interior Footings Ferguson Construction had completed the construction of all of the interior footings. Exterior Footings When we arrived on site, HOS Bros. had completed the excavation for the exterior footings on the south side of the building pad from 30 feet east of A-8 to 10 feet west of B-1. HOS Bros. noted that they had completed these excavations yesterday afternoon. The exposed subgrade soil in the excavations consisted of recycled concrete. The recycled concrete was evaluated with a 1/2 -inch diameter steel rod. Probe depths were typically 1/2 to 2 inches. Water was observed to seep in at the contact between the brown fine to medium sand and gray sandy silt layers in the continuous footing excavation between B-4 and B-1. We recommended to Ron that the water be removed prior to constructing the footings. We indicated to Ron that based on our observations, it is our opinion that the subgrade soil in the footing excavations is firm, unyielding, and capable of the design bearing support with the condition that the above noted water be removed prior to footing construction. When we left the site today, HOS Bros. had begun the excavations for the exterior footings on the east side of the building pad, beginning near B-1. They were using a PC200 smooth bucket backhoe for the excavations. East Parking Lot East End (within 200 foot shoreline setback) When we arrived, HOS Bros. had completed the grading for the east end of the east parking lot, adjacent to Christensen Drive, and designated as the area within the 200 foot shoreline setback. HOS Bros. had not placed the geotextile in this area. Doug Wiley indicated that they would be placing the geotextile sometime today. We evaluated the subgrade soil by probing with a 1/2 -inch diameter steel rod. Probe depths were typically 4 to 8 inches. When we arrived, HOS Bros. was using a PC200LC smooth -bucket backhoe to remove wet fill at This report presents opinion. formed as a reault al our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plena and specifications throughout the duration of the project irrespective of the presence of our representative. Ow work does not include supervision or direction of the actual work of the contractor, his employees or Penta. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed:74t 2 Alp Geo \l Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPLT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 17, 1996 Owner: PriceCostco Report Number: 18 Prepared Sy: Nancy Glenn Location: Tukwila, WA Arrival: 0825 Pepe: 2 of 2 Purpose of Visit: Construction Monitoring Weather: Sunny, 35F Departure: ' . 0945 Permit Number: the base of the north edge of the existing geotextile on the east parking lot. The wet fill was mixed with drier fill from the main portion of the east parking lot. HOS Bros. had exposed a 5 to 10 foot wide section of the in-place geotextile along the northern edge. Doug Wiley noted that they would then overlap the geotextile which will be placed for the area within the 200 foot shoreline setback with the exposed in-place geotextile. HOS Bros. had placed a non -woven geotextile along the north edge of the portion of the east parking lot where geotextile and fill had been previously placed. Doug Wiley noted that HOS Bros. had removed the wet disturbed soil from this area prior to placing the geotextile. When we arrived, HOS Bros. was bulldozing fill from the main portion of the east parking lot onto the geotextile. They were using a Komatsu D5H bulldozer. We evaluated the subgrade soil near the edge of the in-place geotextile. The soil consisted of medium dense moist brown silty fine to medium sand. Probe depths were typically 4 to 6 inches. The ponded water on the south side of the parking lot which was noted in Field Report #15 had been pumped by Ferguson Construction. Ron requested that GeoEngineers visit the site later today or tomorrow morning to evaluate the subgrade soil in the excavations for the footings on the east side of the building pad. Ferguson Construction plans on constructing the footings on Thursday. Ron also noted that the building pad will be graded and 6 inches of crushed rock will be placed next week. We arranged a site visit for a proofroll of the building pad early next week. This report presents opinion formed as • result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plan and specifications throughout the duration of the project Irrespective of the presence of our representative. Ow work does not include supervision or direction of the actual work of the contractor, Ns employees or agents. Our firm will not be responsible for job or site safety on tNs project. Site Plan Attachments: Distribution: Signed: j t $ 11- z 1 44 t t—: .• • • 111.11•4.1. tyr"- -J • • .1.11M 11414 el/ LTi • 7_7! _J..___ . 184 1 • 8 • r LJ 1,1 LJ 11•1111=1•••••••••11, ur r---• • • I .ut. •-• •••• . •„ —vr 1 • ri .c) 8. LJ • s ••••1 •••••1 .6.48 78 --••••••••—.1 • r • L WU r- wt.. was •••••••• i••••••• Cni :•• •o' ••• le 1.1 non 1.•••• di. glom... W11 1. orr.. 0.0 ..1• • •••4t L .J • I .• '• • •41 I L. .••1 ••••• son.. NT. 1•11 r i vill I littgll.. gyve *swine, •••••••••• v•-••••••• ••••••••1 • ta 1,11 1.44 • 184 I r -.1 1-‹ -pa • • Ai • .11 ••• ...••••••• Pro, ••• r ----- Fir -uto- • .10 1 • 'NW ; I =1=. ?, :.41 7,1.1 111.1 • 011 10. •• •1 • >••• • 8.1 7"; • • •• •• • .11 •'• • (10 aCA*ront Oplackpotkl:, 17 Co INgle> • V.._ i•i• ••• ••• • 5'Ci`"' 1 • 6C' .4.7-C.=55 _4.5=71_NT • (To I.S •L > q P4,05, corona' ' swag WGT w1114 'D1R1it... 1m Z ?5' 223 P..RR(D SPAC=S D'J i SID= 5140RaLIN= 1 • 1 1 !•7•4' 14.1.40. 55'21' /jam Yi' 5Ly . / 5 -=TSL CX 1 LL.L SG��A•Y, 11 1 I !'i ;.Q. -:J' :8255' R._ 3CLO,' • 1 Zl.17tq (o • Geo 4PEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP�.:T File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: December 18, 1996 Owner: PriceCostco Report Number: 19 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0840 Pepe: 1 of 2 Purpose of Visit: Construction Monitoring Weather: Sunny, 35F Departure: 0945 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the Regional Optical Facility. I met with Ron Smith with Ferguson Construction when I arrived. Please note the attached site plan for the following descriptions. • Exterior Footings HOS Bros. completed the excavations for the exterior footings on the east side of the building pad from gridline B-1 to H-1 yesterday afternoon. The exposed subgrade soil in the excavations consisted of recycled concrete with the exception of the excavations from north of gridline B-1 to south of C-1 and north of gridline F-1 to south of G-1. The exposed soil in these excavations consisted of the structural fill which is being used for the east parking lot, a dense moist brown fine to medium sand with silt and gravel. Ferguson Construction noted that the recycled concrete which was used as a backfill for the footing overexcavation was approximately 4 inches below the footing subgrade elevation. HOS Bros. excavated to the recycled concrete and then placed 4 inches of sand to bring the elevation up to footing subgrade. Ron noted that Ferguson Construction had compacted the structural fill with a vibratory plate. The recycled concrete and sand was evaluated with a 1/2 -inch diameter steel rod. Probe depths were typically 1/2 to 2 inches. Steel plates had been placed over the excavation for the exterior footing between gridline F-1 and E-1. The subgrade soil was not probed in this area. Ron noted that the subgrade soil was firm and consistent with the soil which was exposed in the other excavations. Ron noted that Ferguson Construction had placed approximately 8 inches of moist brown fine to medium sand with gravel and trace of silt in the footing excavation along gridline A-4 to south of B-4. The recycled concrete which was used as a backfill for the footing overexcavation was approximately 8 inches below the footing subgrade elevation. Ron noted that Ferguson Construction had compacted the sand in this area with a vibratory plate. Probe depths were typically 1 to 2 inches. We indicated to Ron that based on our observations, it is our opinion that the subgrade soil in the footing excavations is firm, unyielding, and capable of the design bearing support. Ferguson Construction was placing the footing forms and rebar in the exterior footing excavations on the south and east sides of the building pad when we left the site. Ron noted that they are planning on constructing the footings tomorrow. Ron indicated that footing drains will be installed for the exterior footings on the east and west sides of the building pad. This report presents opinion formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plane and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: -.j,) Geo olEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REPOIJ f File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Oat.: December 18, 1996 Owner: PriceCostco Report Number: 19 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0840 Pape: 2 of 2 Purpose of Visit: Construction Monitoring Weather: Sunny, 35F Departure: 0945 Permit Number: East Parking Lot When we arrived, HOS Bros. had placed a non -woven geotextile throughout the east end of the east parking lot, adjacent to Christensen Drive. HOS Bros. had placed approximately 1 foot of fill over the geotextile. The fill consisted of the mixture of the preload soil and was bulldozed from the west side of the east parking lot. HOS Bros. was using Komatsu D5H and D65EX bulldozers to spread out the fill. HOS Bros. had also placed a non -woven geotextile and 1 foot of fill on the northwest side of the east parking lot where the drainage ditch had been. HOS Bros. had rolled the fill for equipment access to the building pad. Also for equipment access, HOS Bros. had placed 2 to 4 inch quarry spalls at the east end of the parking lot adjacent to Christensen Drive. After the completion of placing the fill on the east parkng lot, HOS Bros. plans on placing recycled concrete over the fill on the east parking lot from Christensen Drive to the building pad for equipment access. We recommended that HOS Bros. use 2 -inch minus recycled concrete versus 2 to 4 - inch recycled concrete because it will eventually be mixed in with the fill and used as a structural fill throughout the site. HOS Bros. was mixing the Woodinville Sand which was stockpiled on the west end of the east parking lot (as noted in Field Report #14) with the existing fill on the east parking lot. Doug Wiley noted that HOS Bros. will mix all of the Woodinville Sand with the existing fill and then bulldoze the fill throughout the east parking lot. HOS Bros. intends to use the excess fill which is being placed on the parking lot as structural fill for other uses on the site. HOS Bros. was using Komatsu PC200 and PC2001c backhoes to mix the Woodinville Sand with the fill. Building Pad Ron noted that on Friday, December 20, 1996, HOS Bros. will begin to grade the building pad in preparation for the 6 inches of rock which will be placed. Ron noted that he would inform GeoEngineers of any changes in the schedule. This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: 't • 0)11-7 1Y -J lL 3 gttp:'s tit ,.et:s:r s -m ccnsu: .Y r.:M wl .Y r--�• ni r xttnr J 'Y 5.ze. 387c- SJtLIN 1 1- 1 i . ---r ----_7=-.....--16--- ------ ..,-- I 1 b • • • • ..... C'•!'411. 1 E•C' E45...1:7;NT Ctr\FAS-vt-:1-;SF:_14 8' MK. (IT** • ! ! I 1 I: ! :1 1' _ r- • ; 7 -1C -4T-1 11,61, = 5ET 4C.X. ••••• ir\i( I 1 L.A -FILO • , FLA . I- flu_ 4' 62' tar EXIST. • 25 PA 5?4CE5 "jT51. it7Oftriws Vtlitt MINti9 - CAA, .. • 'OyE,R1-14/4:1 i1-. (42 • .::•/•-'.‘••7•. • • : • • t • :1;:'.• • VhoaX1 COI11,1555.R5.• . . •• ?'• 16 • •••••••••••• • • • • r‘.1. I. • I . • ,6•40' 55'2:' \R• 15'..CC' 03)1 • a+rpcN.'a+avwnr. 2" MAX. to NOTE: HOLD VERT. REINF. & DWLS. fir" CLR. TO FACE—SHELL EA. SIDE BOND BM. w/2 #4 CONT. (BOND BM. TOP 0 ELEV. 0'-0") —� FINISH HIGH SIDE GRADE PER ARCH. 0'-0" VARIES 1'-3" MIN. TO 1'-6" MAX. 4 #5 CONT. BOT. —i O = 0 _ L ousKirKK HOLD 0" E.S. LAP PER SECT. A-4 L 5 0 9 O 0 I ‘Q 4 • EQ. 4 _ 1 • • CAP COURSE PER ARCH. 2 #4 H. CONT. TOP 8• C.M.U. w/#6 0 24"o/c V E.F.&2#404'—O"ocW HORIZ. IN BOND BMS. w/TOP ONE BOND BM. 0 BLDG. DATUM EL. 0'-0" FINISHED LOW SIDE GRADE PER ARCH. #4 r ""O 18"o/c TOP EMBED 5" MIN. INTO CMU WALL 2 #4 CONT. T. 4 � ➢ #4 0 18" o/c 8" � EQ. PER PLAN SCREEN WALL SECTION K-3 Z4 90C " = V-0" NOTE: PROVIDE INSPECTION & TESTS OF GROUT. MORTAR & CMU UNITS PER CODE AS at1t G DIMOT S i± • . . 1041T aVtliNt2-lafr f)&114110! 4p11.irpJ .111e, 1Yr 2# tetorr...P,4-ot GA; N L42,44 (Model Irsiff:'• oW 6414-r-fio<._& garat- D1201,4 tr, • • 1 a fre-40ivit•WL0,0421w. poop - gelediirtS1 WALL ,To IMAKC,I4 LIDO pi." 1;0064Pittko t;vwir.. 00ra01-40 -Pge.<441.1)-11 14VA INJ Myot.1 01 5) 74r F427P ••• enktpl/MNIIMIN.••• 12/11/96 11:45 FAX 206 861 6050 GEOENGINEERS 2002 GeolliEngineers City of Tukwila Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard Tukwila, Washington 98188 Attention: Ms. Joanna Spencer December 11, 1996 Removal of Building Pad Preload Costco Optical Facility 1141 Saxon Drive Tukwila, Washington GEI File No. 0975-041-37 Consulting Engineers and Gcosclentists Offices in Washington, Oregon, and Alaska This letter presents the results of our settlement monitoring for the Costco Optical Facility located at 1141 Saxon Drive in Tukwila; Washington. The preload material was placed from November 5, 1996 to November 8, 1996. The preload was at least 5 feet high throughout the building pad area and extended at least 5 feet beyond the building footprint. A total of four settlement plates were placed on the building pad near the corners of the building as shown on the attached sketch. Settlement readings were obtained three times per week during the first two weeks and two times per week thereafter. Settlement at each monitoring location is shown on the attached figure. Total settlement over four weeks ranged from 0.08 feet to 0.12 feet. Based on the magnitude of the observed settlements and the settlement behavior with time, it is our opinion that the preload settlement period was essentially complete by December 3, 1996. Removal of the preload began on December 4, 1996. GeoEngineets, Inc. 8410 154th Avenue N.E. Rc hnond, WA 98052 Telephone (206) 861.6000 Fax (206) 861-6050 7;47i74,1-r—P:zl:watoyprTrsT}ayT"Pi5+ tC-0.v.+ ra::,;t:744.`4 ;.i i "♦roirml"...3 T7 T4TVVVEgLIFFEil7rirtrrywaTTwTK Faziorpl ... .Ir=tsc`r."ii '� ..v .rt Pv., .7�1 .'t Y. N: ..'�T7'1 S'1.-•fS�t;T7 IEXPIRES 7,1t.,q, I • 12/11/96 11:45 FAX 206 861 6050 GEOENGINEERS City of Tukwila December 11, 1996 Page 2 If you have any questions or need further information regarding the preload settlement behavior, please let me know. M9R: Document ID: 0975041.pt. Attachments cc: Mr. Ken Nelson City of Tukwila Building Division/Permit Center 6300 Southcentcr South Blvd. Tukwila, Washington 98188 Ms. Angie Yusuf Mulvanny Partnership 11820 Northup Way, Suite E-300 Bellevue, Washington 98005 Mr. Ken Lorenz Ferguson Construction. 7433 5th Avenue S. Seattle, Washington 98108 Yours very truly, GeoEngineers, Inc. Leizektit*gi Mary S. Rutherford, P.E. 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Yy YN14Y: .YOX :JOLM4. 4., :. v)`I.♦XY��[[�� '14bf ^•:ITw.w .... ...... .ww ..:21^''2• rY nY1. ........_. .. . ) :.G�w w Fr..�,:01-_1S' «NL.. .X ,. ... �. wry» N !, .... -. 1 Day 1 of Preload 1114196 10 Time (days) 11127(96 100 • MPI • MP2 A MP3 X MP4 • 0209 T99 90Z • S2i33.\I9\3039 0 0 CITY OF TUKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 RECEIVED CITY OF TUKWILA DEC 0 6 1996 PERMIT CENTER REVISION SUBMITTAL DATE: i a) o(o l G o PLAN CHECK/PERMIT NUMBER: Dq - 00V-1 r^ PROJECT NAME: r 1 C-Q� C 6 W >I 2 n cx\OpficAl 0,19 PROJECT ADDRESS: 1 l "t 07\ tY CONTACT PERSON: I\ �P-- l U 3 Ut• PHONE: `S0@.a'' 014 "l L REVISION SUMMARY: Cn f rction6 m ko - wo . ti; o-� ploTA,6 p -r \I-Crnon.5 co r r,J2 NI on 5� deci t i I a(vl4 4) SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: \l Q f Ron CITY USE ONLY 3/19/96 12/06/96 FRI 12:04 FAX 206 822 4129 MULVANNY PARTNERSHIP MULVtPflY PAFtRTRERSHIP ARCHITECTS P. S. gi001 } December 6,1996 Joanna Spencer City Of Tukwila 6300 Southcenter Blvd. Tukwila, Wa 98188 Re: Pricecostco Regional Optical Lab Tukwila, Wa MP#95-074 PERMIT #: D96-0024 Dear Ms. Spencer: Post -IP Fax Note 7671 °ate ,4) �v 14,5* / To, Ma *ma �ebl �I f'ani aj11J yugLCT CoJDIPt./1 �• - `„�jj JL�Lf� 1� `./Phone co. U lll.�l//�vi n Phone * Ab/I C hometi M Fax M 1 n /.11s.0- -1-11.. IL... 3 /i1; jail .Ve 4 Q. Please remove sheets L1, L2, and Civil Engineering Sheet 3 of 7 from the permit set of drawings. We will submit the above -referenced sheets to you on December 9, 1996 as revised sheets to be permitted separately. Please let me know if you need any additional information. Sincerely, MULVANNY PARTNERSHIP P.S. Angie Yusuf Project Manager ahy cc: Randy White/PC Ron Maddox/MP RECEIVED DEC 061996 TUKWILA PUBLIC WORKS Douglas Mulvanny • Jerry Quinn Lee • Mitchell Smith • Carol Simpson 11820 Northup Way, #E 300 • Bellevue, WA 98005 • (206) 822-0444 • FAX: (206) 822-4129 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director December 6,1996 Angie Yusuf Mulvanny Partnership 18200 Northup Way #E300 Bellevue, WA 98005 Dear Ms. Yusuf: SUBTECT: CORRECTION LETTER #2 Development Permit Application Number D96-0024 Price Costco Regional Optical Lab 1141 Saxon Dr This letter is to inform you of revisions that must be addressed before your application for development permit can be approved. All revision requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Planning Division. At this time the Building Division, Fire Department, and the Public Works Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures CERTIFIED MAIL File: D96-0024 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206)41313670 • Fax (206) 431-3665 •� . .,rx•r . ~;.;.;i.1:' k5iyx r'�yy''rt M�t�t ,:Yi: ,� n, rS �xCr 'dgri: w �'� 'I`q. t, �.�•�w ��.., r.. :�3�•�... PLANNING DIVISION COMMENTS PROJECT No.: D96-0024 PROJECT NAME: Price Costco Regional Optical Lab DATE: November 26, 1996 PLAN REVIEWER: Please contact Vernon Umetsu (431-3684) if you have any questions regarding the following comments. Sheet SD -1 and all other site plan sheets. =1. Southeast parking island light pole to be turned so as to not interfere with trees. .2. Raised walkway to main entry to be concrete, not asphalt M3. Western -most stall at south central perimeter parking strip to be a landscape area. • 4. Chain link fence on west of compactor area to be slatted. �.5. Resolve conflict at front patio where L-1 shows a landscape planter and SD -1, et. al. which show( an unbroken concrete pad. Sheet SD -2 t6. Shift wheel stops at building front to 1 ft from end (instead of 2 ft.) Sheet L-1 7. Landscaping on east of Christensen Road shall conform to King Co. diking district standards, as administered through K.C. Surface Water Management? The approved landscape plan shall provide design guidance. Contact Fauna Gibson, KCSWM (296-8499). Sheet L-2 8. At least one, in -ground moisture sensor shall be installed. mean:v+xv.sutrz +las,iF4 ! :dsLArtlueamzsm .tkrem caswsarotivwnearaive venusmc: Sheet A-2 .+.rvwre. 9. Colors and materials shall be as approved by the Board of Architectural Review. .-10. The width of HVAC screens on the south elevation should be increased by one ft. on each side (2 ft. total) to reflect the BAR approved design. Sheet_ 11. Screen wall design/construction details are missing. Sheet SE -1 12. Need luminaire plan revision to achieve maximum 2 ft/candles at property line. No direct off-site glare. 13. Light pole locations should match the site plan pole locations. The revisions needed to resolve comments 7 and 12, may be submitted after issuance of the permit. 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(�'j�}�b,hiO tb 1� r•i'.K ,+s1;y o't Y ,..11+ P • •,r�N H.n 14ra:TIw1Ji r„~-6r!;'I✓r:*1:,"•��F:�1°!�vr (a) pipes, flap gates, and flap gate operating mechanisms are in good operating condition; (b) inlet drainage systems and outlet channels are open, and trash, drift, and debris are not accumulating near drainage structures; and (c) riprap is in good condition and erosion is not occurring adjacent to any structure which might endanger its water tightness or stability. (2) Immediate steps shall be taken to repair damage, to replace missing or broken parts, or to remedy adverse conditions. • b. Operation. Flap gates shall •be inspected during high water conditions, and any object or condition which might prevent closure of the gates shall be immediately removed or corrected. 4.05 Existing Facilities. Other structures and facilities not constructed as a portion of this project, but which function as a part of the protective works, such as pumping plants, interior drainage storage ponds, ditches, manholes, catch basins, and storm drains, shall be periodically inspected by the Superintendent. Damaged or unserviceable items shall be repaired or replaced. Ditches, ponding areas, and enclosed portions of the storm drainage system shall .be kept clear of silt, debris, and growths which may inhibit the function•or design capacity of such facilities. 4.06 Landscaping and Vegetation Vegetation shall be maintained as follows: a. Grass or sod, where turf is indicated on the drawings, shall be maintained in good condition free of noxious weeds. Turf shall be mowed to maintain a length between 2 and 12 inches. b. All existing trees or shrubs specifically preserved or planted within the rights-of-way for this project shall be inspected to ensure that fallen limbs or trunks are removed, that the top of the levee is unimpeded to vehicle passage, and that erosion of the riverward embankment in the root zones has not occurred. Dead vegetation shall be removed and replaced with suitable species when and where feasible. . b. Vegetation on the riverward side of the levee system not specifically preserved for this project shall be managed by mowing or by selective cutting or pruning to maintain a maximum height of growth of less than 25 feet and a maximum individual stem diameter at 4 feet above the ground of approximately 4 inches. As an alternative to mowing, cutting, orpruning, existing or volunteer vegetation (including black cotton wood, 4-4 red alder, and blackberries) may be replaced by more desirable species. Such species may include trees, such as Salix hookeriana, the Hooker willow, and S. rigida, the erect willow; and shrubs,*such as red osier dogwood, bitter cherry, snowberry, and spirea, when such species are maintained to allow adequate access and visibility. 4-5 ', Mill5 jii e:,' bA+Z1."iiAl,,-VOSIMI.FL.Y innew nesum...,.«w..x..�w...........«.a,�w.v�..w+ro.yr R OBER T ASSOCIATES :1,\5I LII\ ; I \rI\I1:ws November 27, 1996 \ 14011, SSW/ 11. SFR a:l•:s 1;1)RI'I)RSflll\ Mulvanny Partnership 11820 Northup Way, Suite E-300 Bellevue, WA 98005 Attention: Mr. Lou Chaffos .11)1 SECOND •111:1I 1:5111'1'11 SUITE: 311:1 sf::\TTI,1:.111siII\Ii1')\ 911191 THI,F:I'll1)M:• 121H1; 1131.1119:I F;1\• (21911 621.97111 Da b-0:DcU RECEIVED CITY OF TUKWILA NOV 2 7 1996 PERMIT CENTER Regarding: 96-T-12 (Price Costco Regional Optical Lab) RFA #96102-12 Dear Mr. Chaffos: We have received the Varco-Pruden drawings and calculations for the proposed project to review for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51-30 WAC). We have no additional comments. Please refer to our letter dated November 5, 1996, which indicates that we have no additional comments for the part of the structure designed by Engineers Northwest. The building and Varco-Pruden drawings and calculations have been forwarded to the City of Tukwila for their use. Please forward a copy of this letter to the structural engineer at Varco-Pruden Buildings. Very truly yours,' ROBERT FOSSATTI ASSOCIATES, INC., P.S. iy1 Kolke CLK:4 cc: Mr. Duane Griffin - City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 96t12^4.doc '.Xi�VA1M+M1i�11JRt4 "R7,b'ti,'iQ4CkA'�IA#�:4TSwP.Ni Kelcie Peterson City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 1q' CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES November 12, 1996 RE: Price Costco, Inc. - Regional Optical Facility, Tukwila, Washington City of Tukwila Plan Check No. D96-0024/Our Job No. 5552 Dear Kelcie: RECEIVED CITY OF TUKWILA N O V 1 2 1996 PERMIT CENTER FILE COPY The following is in response to the plan check corrections from the City's letter dated November 5, 1996. We have responded to the items addressed by Joanna Spencer in written form within this letter, as well as on the drawings. The items revised on the plans have been highlighted, with a dated revision of November 7, 1996. Public Works Department Comments Sheet 2: 1. A cross-section of the bioswale with a note regarding the hydro -mix for vegetation has been added to the sheet. 2. Detail for the loading dock and trench drain have been added to the grading plan showing how the storm drain pipe connects to Catch Basin No. 15 and how the drainage is then pumped into Catch Basin No. 4. 3. All roof drain services have been added to the plans, showing how they connect to the storm drainage system. There are no footing drains on the proposed project. 4. An oil/water separator has been included to the storm drainage system prior to out falling into the proposed bioswale. A detail of this oil/water separator has been provided on Sheet No. 4. 5. Calculations for the existing Home Depot storm drainage system have been included for your review. 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX Kelcie Peterson City of Tukwila Department of Community Development Sheet 3 - Water: -2- November 12, 1996 1. The existing 10 -inch waterline on the Home Depot property is the only mainline water system that exists throughout the property and provides service for Lots "A", "B", and "C" of the Home Depot short plat, including domestic services to the Home Depot building. We have been required by the City of Tukwila to provide a loop system from the Home Depot site to Saxon Drive. Information regarding the non -potable waterline comment is being requested from the City of Tukwila to confirm this comment. 2. The existing waterline on Saxon Drive will be tested at the request and direction of the City of Tukwila prior to connection. No records exist of the actual size of the waterline. The size will be confirmed by the contractor once the line has been exposed. 3. The size of the domestic water meter and service line has been noted as 2 inches. 4. Gate valves have been shown at all fire hydrant locations. An 8 -inch gate valve has been added to the fire line at the connection point located in the northwest entrance. 5. The symbol shown at the southwest corner of the building represents a proposed gas meter and now includes a reference to the plumbing plans. 6. The location of the irrigation service and meter have been shown at the northwest corner of the property. Sheet 3 - Sewer: 1. The proposed sanitary sewer system has been modified to show a connection to the existing sanitary sewer line on Saxon Drive. 2. Connection points to the building have been modified to match the plumbing floor plan on Sheet P-1. Sheet 4 - Catch Basin No. 14 Details: 1. A note to maintain a 1 -foot minimum catch has been added and the actual detail has been renamed to Catch Basin No. 15. Storm Drainage Notes: 1. Note No. 13.A has been deleted from the standard notes. 2. "With ring tight gasket air testable" has been added to the end of note No. 13.G. Kelcie Peterson City of Tukwila Department of Community Development -3- November 12, 1996 3. A note regarding the cleaning of the existing storm drainage system on Saxon Drive has been added. General Comments: 1. Please refer to the letter from Mulvanny Partnership. 2. Pursuant to a telephone conversation with Joanna Spencer, City of Tukwila, it has been noted that there is an existing Costco sign in the middle of the sidewalk along the north side of Saxon Drive. Joanna stated that the location of this sign creates a hindrance for pedestrians. This sign may be replaced provided the owner agrees to the conditions as stated by the City of Tukwila. 3. The easement documents noted have been provided for your review. 4. All proposed Catch Basins shown on Sheets 5 and 6 have been numbered. 5. Refer to comment by Mulvanny Partnership. 6. All remaining lots of the Home Depot short plat are allowed to use Saxon Drive for access. A copy of this agreement has been provided for your review. If there are any further comments or questions, please feel free to contact me or Dan Balmelli at this office. Respectfully, Brian D. Smith Design Engineer BS/jss/es 5552C.006 encs: As Noted cc: Angie Yusuf, Mulvanny Partnership Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. �ua�.'a:t..:.?.:,�•�i .Mar; }-. Kelcie Peterson City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES November 12, 1996 RE: Price Costco, Inc. - Regional Optical Facility, Tukwila, Washington City of Tukwila Plan Check No. D96-0024/Our Job No. 5552 Dear Kelcie: VD CITY OFT UEKWILA 'V121996 PERMIT CENTER The following is in response to the plan check corrections from the City's letter dated November 5, 1996. We have responded to the items addressed by Joanna Spencer in written form within this letter, as well as on the drawings. The items revised on the plans have been highlighted, with a dated revision of November 7, 1996. Public Works Department Comments Sheet 2: 1. A cross-section of the bioswale with a note regarding the hydro -mix for vegetation has been added to the sheet. 2. Detail for the loading dock and trench drain have been added to the grading plan showing how the storm drain pipe connects to Catch Basin No. 15 and how the drainage is then pumped into Catch Basin No. 4. 3. All roof drain services have been added to the plans, showing how they connect to the storm drainage system. There are no footing drains on the proposed project. 4. An oil/water separator has been included to the storm drainage system prior to out falling into the proposed bioswale. A detail of this oil/water separator has been provided on Sheet No. 4. 5. Calculations for the existing Home Depot storm drainage system have been included for your review. 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX Kelcie Peterson City of Tukwila Department of Community Development Sheet 3 - Water: -2- November 12, 1996 1. The existing 10 -inch waterline on the Home Depot property is the only mainline water system that exists throughout the property and provides service for Lots "A", "B", and "C" of the Home Depot short plat, including domestic services to the Home Depot building. We have been required by the City of Tukwila to provide a loop system from the Home Depot site to Saxon Drive. Information regarding the non -potable waterline comment is being requested from the City of Tukwila to confirm this comment. 2. The existing waterline on Saxon Drive will be tested at the request and direction of the City of Tukwila prior to connection. No records exist of the actual size of the waterline. The size will be confirmed by the contractor once the line has been exposed. 3. The size of the domestic water meter and service line has been noted as 2 inches. 4. Gate valves have been shown at all fire hydrant locations. An 8 -inch gate valve has been added to the fire line at the connection point located in the northwest entrance. 5. The symbol shown at the southwest corner of the building represents a proposed gas meter and now includes a reference to the plumbing plans. 6. The location of the irrigation service and meter have been shown at the northwest corner of the property. Sheet 3 - Sewer: 1. The proposed sanitary sewer system has been modified to show a connection to the existing sanitary sewer line on Saxon Drive. 2. Connection points to the building have been modified to match the plumbing floor plan on Sheet P-1. Sheet 4 - Catch Basin No. 14 Details: 1. A note to maintain a 1 -foot minimum catch has been added and the actual detail has been renamed to Catch Basin No. 15. Storm Drainage Notes: 1. Note No. 13.A has been deleted from the standard notes. 2. "With ring tight gasket air testable" has been added to the end of note No. 13.G. Kelcie Peterson City of Tukwila Department of Community Development -3- November 12, 1996 3. A note regarding the cleaning of the existing storm drainage system on Saxon Drive has been added. General Comments: 1. Please refer to the letter from Mulvanny Partnership. 2. Pursuant to a telephone conversation with Joanna Spencer, City of Tukwila, it has been noted that there is an existing Costco sign in the middle of the sidewalk along the north side of Saxon Drive. Joanna stated that the location of this sign creates a hindrance for pedestrians. This sign may be replaced provided the owner agrees to the conditions as stated by the City of Tukwila. 3. The easement documents noted have been provided for your review. 4. All proposed Catch Basins shown on Sheets 5 and 6 have been numbered. 5. Refer to comment by Mulvanny Partnership. 6. All remaining lots of the Home Depot short plat are allowed to use Saxon Drive for access. A copy of this agreement has been provided for your review. If there are any further comments or questions, please feel free to contact me or Dan Balmelli at this office. Respectfully, Brian D. Smith Design Engineer BS/jss/es 5552C.006 encs: As Noted cc: Angie Yusuf, Mulvanny Partnership Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. i8r.`Ks:i:?-.�:.: dtm� a c x«�:+.u.. e.w.w�.u.�.«....,.++.r,......w........,n....��......».........+«....,,. M..,........... ROBERT I'( )SS \'I 'I)1 ASSOCIATES I:n\.;11:111411: November 11, 1996 11441II'ESSI) )\ 11. SFR\ ICES 11001 k\IP1\ Mulvanny Partnership 11820 Northup Way, Suite E-300 Bellevue, WA 98005 1 401 S0:):)1\U 1\IN I: slit 111 aurft: so:) SP1TT.):. \\Slli\li11)\911101 TI:LBPIIU\h. )2)111)i21•UNd M' \ V120111 621.97111 0 Attention: Mr. Lou Chaffos Regarding: 96-T-12 (Price Costco Regional Optical Lab) RFA #96102-12 Dear Mr. Chaffos: We have received the Varco-Pruden drawings and calculations for the proposed project to review for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51-30 WAC). Please refer to our letter dated November 5, 1996, which indicates that we have no additional comments for the part of the structure designed by Engineers Northwest. Our comments follow: 1. Revise General Note #3 on the Cover page to refer to the 1994 Edition of the Uniform Building Code. 2. All welding is to be performed by WABO certified welders. Revise General Note #4. 3. The Design Loads section on the Cover page indicate that snow drifting was not considered. In fact, snow drifting was designed for in the calculations, therefore, the notes should reflect this. Please forward a copy of this letter to the structural engineer at Varco-Pruden Buildings and respond to the above comments iiititemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crysf'al Kolke CLK:3 cc: Mr.•Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED NOV 13 1996 COMMUNITY 96t1+OPMENT 11/07/96 THU 17:20 FAX 206 822 4129 MULVANNY PARTNERSHIP a001 MULVFtF1flY PFtRTRERSHIP A ACHI i E[ TO: e..41Y r. --riA pin GA DATE: I r6���Cj ATTENTION: K44 t\leA/SEIAI PROJECT NO: ( 6 --01 MEMO PROJECT: OtZ1t COStne, RE: BY: tc)Pri 1_4642) ❑ MEMO O Fax 0 1 1 — 3 (P&G- /fI 2- pages ❑ F.O.D. # For your: U Information and use ❑ Review and comment ❑ As requested Action required: O As indicated ❑ Returned for corrections ❑ For signature and retum REMARKS: I, plp.tte 4.4-zi_rio,j Gdo_10 rias -La 6,:t-vry‘ aavriiAloti,7 a so vizi- bo iofetikl-P � s a � v�p�f- --n-�ov7- `tom BY (SIGNATURE): tto _a40 Oa 9 .-p Oi, 211 QA 11.49-r\ **))111 1 in pAk ?JP rfc1-f� r A� 0.)1-lTi� nt u. Do I In fikAio, Li,U COPY TO: J_�P 2 Privileged and Confidential Information: The information In this facsimile Is intended only for use of the recipient above named. wrongful review, dissemination, distribution or copying of this communication Is strictly prohibited. If errors occur In transmission, kindly us at once. ECEIVED OF TUKWILA r.112; 11820 Northup Way, #E300, Bellevue, WA 98005 ■ (206) 822-0444 ■ FAX (206) 822-4129ERMIT CENTER c November 7, 1996 , by t+n. !^n,}%, �:�i'�: '�-r r. City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 Attn: Kelcie Peterson Re: PriceCostco, Inc. Regional Optical Facility Tukwila, WA Plan Check #: D96-0024 Dear Kelcie: a^. Rl,,k�Lrt21 "-ink FILE COPY RECEIVED CITY OF TUKWILA ft -i1,011 1 2 19g PERMIT CENTER The following is in response to the plan check corrections with the letter dated 11/5/96. 1 have addressed each item in written form within this letter as well as on the drawings, or in the revised specifications where warranted. In each case, I have clouded and dated the revisions as 11/7/96 as shown on the revision line on the titleblock for each plan. BUILDING DIVISION COMMENTS 1.a. Please see A-8 and A-9 for insulation called out on the drawings (per spec. section 07200) as discussed with Ken Nelsen. 1.b. The R -value at the slab is R-10 per revised spec. section 7200 part 2.5 (attached). See revised envelope summary which shows the correct R -value, see revised A-8 and A-9 which also notes the correct R -value. 1.c. Please see the attached responses from TE Inc. 1.d. Please see revised sheets A-8 and A-9 for insulation to be continuous from slab down toward footings for 24". Also, see Note 7 on structural drawings Sheet S-1. 1.e. Please see the attached responses from TE Inc. 2.a. Sec revised site plan for revision to parking spaces to allow for one accessible stall to be a van stall. 2.b. The paved area at the accessible route of travel linking the sidewalk to the building entry is a 3 inch raised paved walkway with striping as discussed with Vernon Umetsu and Ken Nelsen. PUBLIC WORKS DEPT. COMMENTS Sheet 2 ry; r.v:"g:'•kzO nz�'fSr••G: ytii'vPi i"9Yc c "" k1;:§.'A:':.i;"31G.`.7^"'z'4�'9troX?t�'",It`.�";'.�",�'s�`CFCt!i?!7G 1. Please see the attached responses from Barghausen Civil Engineers. 2. Please see the attached responses from Barghausen Civil Engineers. Please see revised details at the loading dock and masonry wall. New detail targets read 5/A8 and 4/A8 respectively. See detail 5/A8 for the trench drain in section. 3. Please see the attached responses from TE Inc. and Barghausen Civil Engineers. 4. Please see the attached responses from Barghausen Civil Engineers. 5. Please see the attached responses from Barghausen Civil Engineers. Sheet 3 1. thru 6. Please see the attached responses from Barghausen Civil Engineers. Sewer 1. Please see the attached responses from Barghausen Civil Engineers. Sheet 4 1. Please see the attached responses from Barghausen Civil Engineers. Storm Drainage Notes 1. thru 3. Please see the attached responses from Barghausen Civil Engineers. General Comments 1. PriceCostco, Inc. does not own the portion of Saxon Drive at the intersection with Andover Park East and we have no work in this area therefore we do not feel that we are entitled to replace the traffic loops at the intersection. 2. thru 4. Please see the attached responses from Barghausen Civil Engineers. 5. See attached pages 7 and 8 for utility agreements. 6. Please see the attached responses from Barghausen Civil Engineers. PLANNING DIVISION COMMENTS 1. The Building Permit plans are consistent with the BAR approved design. ITEM SECTION 07200 Page 2 INSULATION 2.3 SOUND INSULATION BATTS (Walls and Ceiling as Indicated on Drawings) A. Unfaced glass fiber acoustical batts, "Fiberglass Noise Barrier Batts" as manufactured by Owens-Corning Fiberglass Corporation. B. 3-1/2" thick batts (R-11), 15" width. 2.4 MASONRY INSULATION (Internal Cavity) Use one of the following: A. Granular vermiculite, water repellent, "Zonolite Masonry Insulation" as manufactured by W.R. Grace Company #2.412. Block wall insulation shall conform to ASTM Specification C-516-80, Type II Material (Specification for Loose Fill Insulation) or Federal Specification HH -1-585C. B. Two component amino-plast foam insulation rated as Class A building material for use in filling concrete masonry cores. Use "Core -Fill 500" by Tailored Chemical Products, Inc., Hickory, NC 28603, (704) 322-6512, FAX: (704) 322-7688, or approved equal roduct. 2.5 FOUNDATION INSULATION A. Closed cell, extruded polystyrene foam boards, "Styrofoam SM" by Dow Chemical Company, "Foamular" by Owens Corning, or approved equal. Expanded polystyrene, (EPS, or beadboard) will not be considered or permitted. B. (R-10 ) rigid board. 2.6 FREEZER SLAB INSULATION (not used) 2.7 FASTENERS: Staples, zinc -coated wire, and other devices for anchoring insulation shall be approved type furnished by insulation manufacturer or shall be type recommended by insulation manufacturer and approved by the Architect. PART 3. EXECUTION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P.. # 95.074 Tukwila, Washington 98188 Issue for Bidding October 14, 1996 9606122127 (/ FILE COPY ). Fuet/c o xS q improvements which existed itru ediatel prior to such damage or destruction and all such P YP 8 restoration and reconstruction shall be performed in accordance with the following requirements as the same are applicable thereto: A. All debris shall be razed and cleared from the Building Arca and surrounding common area within sixty (60) days of the damage or destruction. B. No work shall be commenced unless the Outparcel owner desiring to perform the same has in each instance complied with the appropriate 'provisions of this Declaration with respect to approval of Plans and Specifications. C. All work shall be performed in accordance with the requirements of this Declaration. If an Outparcel Owner elects not to restore its buildings and improvements following damage or destruction. such Outparcel Owner's obligations with respect to the common areas on said Outparcel shall continue, and such Outparcel Owner shall. at its sole cost. raze its damaged building and improvements. and clear the Building Area and surrounding common areas of all debris within sixty (60) days of the damage or destruction. The Outparcel Owner shall thereafter comply with the provisions of Section 2.5J above. 2.8 Parcel D. It is agreed that accept for the height limitation and site improvements approval set forth in Section 2.1 (and the requirements of Sections 2.2. 2.5. 2.6 and 2.7 as they relate to such site improvements). the Outpatrel Owner of Parcel D may construct its improvements as it deems desirable subject to compliance with governmental requirements. ARTICLE 3. ( EASEMENTS 3.1 Utility Lines and Facilities A. 'Utility Lina' shall mean those facilities and systems for the transmission of utility services. including but not limited to water drainage systems or structures. water mains. sewers, water sprinkler pystem lines, telephones, electrical conduits or systems, gas mains. other public or private .Itilities and drainage and storage of surface water. B. Each parry. as grantor, hereby grants fo the other party, as grantee. for the benefit of the Major Parcel and each Outparcel. as applicable. a nonexclusive and perpetual easement under, through and across the common area of the Major Parcel or an Outparcel. as applicable (exclusive of any portion located within an Ourparrcl Building Arta), for the installation. operation. maintenance, repair and replacement of Utility Lincs. The initial location of any Utility Lines shall be subject to the prior written approval of the grantor, which approval shall not be unreasonably withheld: provided. however. that it shall in all events be reasonable for the grantor to deny its approval if the proposed location is within an Outparcel Building Area. HOWE M_PC" •.•.'.'wILMCCfJI LPSEI.. K 'CO' u'Mh '4DtJO'11C11 AGN 7 RECEIVED CITY OF TUKWILA PER? J1T. ENTER 9606122127 C. The casement arca shall be no wider than necessary to reasonably satisfy the requirements of a private or public utility. or five (5) feet on each side of the centerline if the easement is granted to a parry. All such Utility Lira shall be installed and maintained below the ground level or surface of such easements except for (i) ground mounted electrical transformers and such other facilities as are required to be above ground by the utility providing such service, and (ii) temporary utility service required during the construction. maintenance, repair. replacement. alteration or expansion of any buildings or improvements located in the Major Parcel or Outparcxl, u applicable. The installation. operation. maintenance, repair and replacement of such Utility Lines shall not unreasonably interfere with the use of the improved common arta on the Major Parcel or Outparcel, as applicable. or with the normal operation of arty business therein. Any party installing Utility Lines pursuant to the provisions of this Paravraph C shall pay all costs and expenses with respect thereto. shall cause all work in connection therewith (including general clean-up and proper surface and/or subsurface restoration) to be completed as quickly as possible and in a manner so as to minimize interference with the use of the common area and shall provide as -built plans for all such facilities to the other party within thirty (30) days after the date of completion of construction of same. a The party installing such Utility Lines shall maintain. repair and replace the same at its sole cost and expense. E. At any time and from time to time the grantor shall have the right to relocate any Utility Lines installed pursuant to the foregoing grant of easement which is then located on the land of such grantor. provided that any such relocation (i) shall be performed only after sixty (60) days notice of the grantor's intention to undertake the relocation shall have been given to the grantee served by the Utility Lines. (ii) shall not unreasonably interfere with or diminish utility service to the grantee's land served by the Utility Lines, (iii) shall not reduce or unreasonably impair the usefulness or function of the Utility Lines. (iv) shall be performed without cost or expense to the grantee. (v) shall be completed using materials and design standards which equal or cxc ed those originally used. (vi) shall have been approved by the service provider and any appropriate governmental agencies having jurisdiction thereof. (vii) shall provide for the original and relocated area to be restored to the original specifications. and (viii) shall not interfere with the conduct or operation of the business of any occupant of the grantee's Parcel. The grantor performing such relocation shall provide as -built plans for all such relocated utility lines and facilities to the grantee served by such Utility Lines within thirty (30) days after the date of completion of such relocation. F. Each party agrees to grant such additional casements as arc reasonably required by any public or private utility for the purpose of providing the Utility Lincs for the benefit of the other party and its Occupants. provided such easements meet the requirements of this Declaration are not otherwise inconsistent with the provisions of this Declaration. G. The terms and provisions of this Section 3.1 shall survive the expiration or earlier termination of this Declaration. NOM: '�iA LPS: A K 'KMHOw'EPC' INMI AOM 8 FINAL .............,.µ.. • ,.,,.%w......,.,..„N...,.,.,. City of Tukwila FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director November 5,1996 Ms. Angie Yusuf Mulvanny Partnership 11800 Northup Way, #E-300 Bellevue, Washington 98005 Dear Ms. Yusuf: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D96-0024 Price Costco Regional Optical Lab 1141 Saxon Dr This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division, Planning Divsion and the Public Works Department. At this time the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures CER 1'1t41ED MAIL File: D96-0024,: 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 BUILDING DIVISION COMMENTS DATE : October 16, 1996 PROJECT NAME : Price Costco Regional Optical Lab PERMIT APPLICATION NO.: D96-0024 PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431-3670 The completion of the Building Division plan review requires the clarification and/or corrections to the following comments. 1. Washington State Energy Code; a) In Project Specification Section 07200 Part 1.2 states the specified insulation will be indicated on the Drawings. No insulation R values, facing requirements or other applicable detailed information is included on the drawings. Examples are, internal cavities of masonry block, roof insulation R values, floor slabs R -values on architectural or structural plans. b) In Project Specification Section 07200 Part 2.5 "B", lists 1 inch thick R-5.4 slab insulation. This does not meet the minimum R-10 noted in W.S.E.C. table 13-1 or the value shown on the submitted Envelope Summary. All revised documents must cross reference match the final required minimum R values. c) The submitted UA calculation form does not include a proposed or a target slab insulation FsPs factor. d) All plan details of insulation for slab on grade must be revised to show continues insulation from the tom of slabs downward toward footings a minimum 24 inches per W.S.E.C. Section 1311.5. Examples of the incorrect details are seen on sheets A-8, A-9, and similar on structural drawings. e) The "wall descriptions" must be completed on the Envelope Summary form and/or UA calculation form to justify the proposed wall U -factors. 2. Parking; a) One of every eight (8) proposed accessible parking stalls must be designated a van stall as described by WAC 51-30-1107.1.5. b) In vehicular area where accessible routes of travel cross, the paved area surface must comply with WAC 51-30-1106.4.8 and 1106.17. No further comments at this time. L City of Tukwila Department of Public Works John W. Rants, Mayor PUBLIC WORKS DEPARTMENT COMMENTS DATE: October 25, 1996 PROJECT NAME: Price Costco Optical PLAN CHECK NO.: D96-0024 Ross A. Eamst, P. E., Director Plan Reviewer: Contact Joanna Spencer at (206)433-0179, if you have any questions regarding the following comments. Sheet 2 1. Show cross section of the bioswale and hydro mix for vegetation. 2. Label the loading dock and the trench drain and CB inside the loading dock. Show detail how it connects to the CB outside the loading dock and show size of the SD pipe connecting to CB#4. The loading dock is shown in plan view on sheet A-1 with cross sections 4/A-9 and 5/A-9 but these cross section are shown on sheet A-8 and not A-9. Is there a trench drain leading to the CB. The CB is not shown on cross section 5 sheet A-8. 3. Show the roof drains and footing drains and how they connect to the SD system. 4. Oil/water separator required in the structure upstream of the bioswale. 5. Verify in writing that the existing Home Depot storm drainage system is capable of handling additional flow from the proposed development. Sheet 3 Water 1. Exist 10" water line on Home Depot property is non potable water/fire line. 2. Verify if the existing waterline on Saxon Drive is potable on both sides of the proposed connection. Specify the size of the existing waterline on Saxon Dr. 3. Specify the size of the domestic Water Meter. 4. Show two gate valves at the connection north of the domestic Water Meter. Valve required at the fire hydrant. 5. What does the symbol at the SW building corner represent? 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 RCl��fii}'i4'.�lHYY2G:NL'iAw1..KK+..ww.+w4rai.wti+�uv.+.w+wnuwn�M 6. Show location of the irrigation water meter, specify size and type of meter. (Deduct or Water Only WM) Sewer 1. Existing 6" SS line on Home Depot property which becomes 8" on Costco Property was never built. 2. The sanitary sewer lines at the north side of the building shown on the Plumbing Floor Plan sheet P-1 don't match the sanitary sewer plan sheet 3. Sheet 4 CB#14 Details 1. Add a note to maintain a minimum 1 foot catch. Storm Drainage Notes 1. Delete note 13A. 2. Add "with ring tight gasket air testable" at the end of note 13G. 3. Add note 34: "Clean existing Saxon Drive drainage system." General Comments 1. Replace traffic loops at Saxon Drive intersection with Andover Park East. 2. Relocate existing sign in sidewalk along the north side of Saxon Drive. 3. Provide copies of easement documents (KC recording no.:7140230129, 6690772) 4. Number all the CB's on sheets 5 and 6. 5. Provide a letter from Home Depot approving Costco's storm drainage sanitary sewer and water system connection to the Home Depot systems as required per the Home Depot short plat conditions. 6. Are the remaining lots of the Home Depot short plat allowed to use Saxon Drive for access; if yes provide an access agreement. PLANNING DIVISION COMMENTS DATE: November 5,1996 PROJECT NAME: PERMIT APPLICATION NO.: PLAN REVIEWER: 1. Price Costco Regional Optical Lab D96-0024 Vernon Umetsu, Associate Planner (206) 431-3670 The Building Permit plans must be consistent with B.A.R. approved design. 7'STCNi5',e'z ts;�. � �'7�'�ea:^•t`ik��'�.rfst'���a T.E. Inc. 14900 Interurban Ave. S., Suite 203 Tukwila, WA 98168 Phone: 206-241-2012 / FAX: 206-241-3101 November 5, 1996 Mulvanny Partnership 11820 Northup Way Suite E-300 Bellevue, WA 98005 Attn: Angie Yusuf Re: Price Costco Inc. Regional Optical Facility Tukwila, WA Dear Angie, FILE COPY RECVED CITY OFT TUKWILA yrsOV 1 21996 PERMIT CENTER Please find following our response to City of Tukwila Building Division and Public Works Dept Comments dated October 16, 1996: Building Division - Mechanical Item #1 Washington State Energy Code: c) The submitted UA calculation form does not include a proposed or a target slab insulation FsPs factor. This is included at the bottom section of the UA form. The F factor used is 0.54 which equals R-10. Plans have been revised to include this in architectural details. e) The "wall descriptions" must be completed on the Envelope Summary form and/or UA calculation form to justify the proposed wall U -factors. The UA calculation form has been revised to include the proposed values shown on the architectural plans. Public Works - Mechanical Item #3 Show the roof drains and footing drains and how they connect to the SD system. Roof drains are shown on the mechanical plans. Roof drains are collected inside the building and exit at one point. See Sheet P-1. For connection to storm drain system & footing drain, see civil plans. 119m1_04 .0 •i •:,;=.F.'a.i,..,�aX,�tisi4k'iv '"'::N 4>�?"�`.i�.i ..,fF�';�%.. Price Costco Regional Cical Facility - Tukwila, WA Please find attached a revised envelope calculation. If you have any questions, please call. Sincer Iy, Ommt..tz Linda Burman Enclosure Copy to: File t • AV6ib^.r.Nu++sv++a+.x>,. ae:.c+r aa�a:ra:.nsunyxa,aiwriYaa+r:ux..ar...m..�... 11/07/96 THU 17:21 FAX 206 822 4129 • NULVANNY PARTNERSHIP e002 6-o1' Tor cf WiNrrvi 41-d' W x q' -d` I/�1i1�1'�l h4Pov4 0,04) Eljjj- Yz':I'-a 0. ON- RECENED TUKWIIA CITY OF t, (rd (� 7 1995 pERMtT CENTER .rA F Sr* • ♦..y_•••-••. w. hr- w 1 r.. d. ,a ..,e' .�.'C'tir Tvu/ no�lia . eddrieo.on t +o reverie b1 tNs foim .o `ws Ca1� f 9N rs4 V ..Y' {&z;' C,'t i?' 'tiSe+'Pv IA d YH �f"`7t,. Ce•rdStO�Yo� .�r�` �n�3ti� r s�'P�kg�4 �a€i �'' • �1 P ti f to th. irontot the mol e, or on the �oe4'1, , 7 L^ Y,1. u t r{,• iEr ynr V`x'}' L ,, _(; ge tfON f10E rll*�i�a'� P 4$'���i t �iTitt dy ifc>ah � W �'�:""rFR• Pt�oquaydri on iM bNowthe ot O,aisinbu, „ TM Ileeoipt�ir ihow to wtiorn tM bre I& as ds*ve sd end t s dbti dmY•fp.'Y�".�:y�u4*+.`s"'.nai.4Xr�nk?i7'.�t�T :c rrt ,i �w?i{ ? a: .`r+�4 Art ctkNumb, 1(12198:? W 0) e) 0 0 CO E o LL Tai a P 112 198 035 Receipt for Certified Mail No Insurance Coverage Provided eWr[o STATES Do not use for International Mail POSTAL WWI (See Reverse) v 1 ,I! Y:1 I' L' 11 P' BE l':r.13:40E``I1A 98005 Postage • .55 Certified Pee 1.10 Sec Delivery Fee Restricted Delivery Fee Return Receipt Showing 10 Whom & Dale Delivered 1.10 rief rn ReceiptAdd Showing Whom, r and Addressee's Address 1'o!At. Postage & Fees $ 2.75 Poa;e11/6/96 CORRECTION LETTER 11 D96-0024 ROBERT \SS0(;1 A•1'ES I;u\SI I:r1M; I;V1;1\I•:I':KS October 15, 1996 \ I'K111ittSS11,\ 11. SEM ICES 1:.,KI'nK \rllri Mulvanny Partnership 11820 Northup Way, Suite E-300 Bellevue, WA 98005 4441 SEI:11\I 11%1\) F. S111111 S('ITK 30:1 SF:•\ITI.li. 11 \S111 \ 94(11444 \t•; (2144 4,21.11111:1 YV (2)111) 021.97-144 Attention: Ms. Angie Yusuf Regarding: 96-T-12 (Price Costco Regional Optical Lab) RFA #96102-12 Dear Ms. Yusuf: We have received information on the proposed project to with the structural portions of the 1994 Edition of the as adopted and amended by the Washington State Building WAC). Our comments follow: review for compliance Uniform Building Code Code (Chapter 51-30 1. .A11 welding is to be performed by WABO certified welders; revise the Structural Notes, Sheet S6. 2. At walls running parallel to roof framing, how is the roof diaphragm attached to the CMU wall for the transfer of lateral forces? We are concerned at the gap for the gutters. 3. Unless otherwise intended, a note should be provided on the drawings indicating that the main building and the canopy structures will be designed by the M.B.S. We are especially concerned with the canopy structures (located at the loading dock, entrance, and compressor room) since some information is shown on the drawings; however, information is incomplete and no supporting calculations are provided. Please clarify. Please forward a copy of this letter to the structural engineer of Engineers Northwest and respond to the above comments in itemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. ryst-1 Kolke CLK:1 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED -OCT 16 1996 96DE' COMMUNITY ROBERT I'(),1 II ASSOCIATES 1:11\sI I:I I W 1 Ii\GI\ha•:Rs November 5, 1996 PuuFESSI N u. SI.K\ ICES Mulvanny Partnership 11820 Northup Way, Suite E-300 Bellevue, WA 98005 40$ SECUNII U1:\I 1..I 111 SI47E 5u:1 sEATri.E. %%\SIII\Iiiti\1ltilu.i r I.EPI111\E (2011) Ii2I.11111:1 FAN:1204i) 621.9740 Attention: Ms. Angie Yusuf Regarding: 96-T-12 (Price Costco Regional Optical Lab) Dear Ms. Yusuf: We have received additional information on compliance with the structural portions of Building Code as adopted and amended by the (Chapter 51-30 WAC). We have no additional RFA #96102-12 the proposed project to review for the 1994 Edition of the Uniform Washington State Building Code comments. We have forwarded the drawings, structural calculations, soils report, and project manual to the City of Tukwila for their records. Please forward a copy of this letter to the structural engineer of Engineers Northwest. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crys,tal Kolke CLK:2 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 96t12^2.doc RECEIVED CITY OF TUKWILA N O V 0 5 1999 PERMIT CENTER GeollEngineers LETTER OF TRANSMITTAL PLO 96-023c g6.Oo2y ILE CO1P60wF8410 - 154th Avenue NE Redmond, Washington 98052 Telephone: (206) 861-6000 Fax: (206) 861-6050 To: City of Tukwila Public Works Department 6300 Southcenter Blvd. Tukwila, Washington 98188 Ms. Joanna Spencer Attention: Regarding: Field report nos 1 through 6 for the Costco Optical Facility We are sending: ® Attached Date: November 4, 1996 File: 0975-041-37 0 Under Separate Cover RECEIVED NOV r 199 TUKWILA +-'UBLIG WORK Copies Date Description 1 Field report Nos. 1 through 6 These are transmitted as checked below: 0 For Your Use 0 For Review and Comment Remarks: As Requested ❑ Other (see remarks) Copy To: Signed: Mary Rutherford 0 Returned oe-ezci2a/el, Geo O Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RELRT Fila Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date October 28, 1996 Owner: PriceCostco Report Number: 1 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0920 Pape: 1 of 2 Purpose of Visit: Construction Monitoring Weather: Raining, 50F Departure: 1400 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. Footing Excavations When we arrived on site, HOS Bros. Construction (the earthwork contractor) had begun to excavate the interior footings near the western side of the proposed building. They were using a Komatsu PC2001c smooth -bucket backhoe for the excavations. The contractors excavated a total of 9 interior footings today. The footing excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. Footings C.7-6, B-6, E.4-6, and F.7-6 were overexcavated 2 feet as per GeoEngineers' design recommendations. Footings B-7, C.7-7, E.4-7, and F.7-7 were overexcavated 3 feet as directed by Paul Beethe with Ferguson Construction. GeoEngineers recommended that footing B-5 be overexcavated 2.5 feet because soft material was encountered at the base of the 2 foot overexcavation. The subgrade material at the bottom of the footing excavations generally consisted of medium stiff to stiff moist gray fine sandy silt (ML). The subgrade material in the footings was evaluated by probing with a 1/2 -inch -diameter steel probe rod. Probings were typically 1/2 to 3 inches. While we were on site, HOS Bros. backfilled the 9 footing excavations with approximately 2 feet of 1 1/4 inch minus recycled concrete. The contractor was using a Caterpillar 416 Series II front end loader/backhoe and the Komatsu PC2001c backhoe to backfill the footing excavations. Doug (with HOS Bros.) noted that they would finish backfilling the footing excavations sometime this week. The backfill was compacted in one lift using the Komatsu backhoe bucket. Doug noted that a hoe -pack would be on site tomorrow. They will use the hoe -pack to recompact the existing backfill and the additional backfill that will be placed to complete the backfilling of the footing excavations. Other Considerations Doug requested that the fine to medium sand (SP) which was excavated from some of the footing excavations be used for the parking lot fill on the northern side of the site. We noted that the sand was suitable for use as a fill for the parking lot as long as adequate compaction could be achieved. HOS Bros. was stockpiling the remaining material from the footing excavations at the western and eastern This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the aylual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Ft Distribution: NOV 0 5 1996 //4/xo4 �f t TUKWILA Signed, 7 Geo mr Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RELRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 28, 1996 Owner: PriceCostco Report Number: 1 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0920 Pepe: 2 of 2 Pupae, of Vhit: Construction Monitoring Weather: Raining, 50F Departure: 1400 Permit Number: ends of the site. They were using a Komatsu Avance D65EX Bulldozer to move some of this material. HOS Bros. left the site early today due to heavy rain. Doug noted that they would begin excavating footings tomorrow morning around 0900 to 0930. This report presents opinions formed w a result of our observations of activities relating to geotechnical engineering. We raly on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the ectusl work of the contractor, his employees or agents. Our firm will not be responsible for job or site ufety on this project. Site Plan Attachments: Distribution: Signed: tr z rnreQ,c .r • LJ 1 r 3 r J yr" rs .04 IOW 4111.41. .0.4110 • • r • II* •••.•••••• •••• • Unn•Ipic••••18 mg.• NW 01 AIM La ••• • • ••••• ••••• 0.0•00 1•••••I PM ell..4.00 1••••-.1 0.11 •• 0,0 Liam A 12 ; • r 13 LJ L 1 0 r .041 C I C, . 10111 0.0 •• • r, 12 • • }it f .0 .041 .041 a 1 • t • .r. • (;), ••••••••• Al•••• •00( sr, • re •C••••:•• 1•11.• MI %Le .13.0•• ••• 4.• •• ••• J • ••••• 4 fl 13 C Z al CO -.1 c r" c C M * * C71 rri hoF::- (--8 .... cr) m 15)- .! • 41" Geo%,,Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RE.: RT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 29, 1996 Owner: PriceCostco Report Number: 2 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0905 Page: 1 of 2 Pumas' of Veit: Construction Monitoring Westhsr: Partly Cloudy, 50F Departure: 1735 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. Footing Excavations When we arrived on site, HOS Bros. Construction was loading dump trucks to haul off the stockpiled material at the eastern end of the site. HOS Bros. started excavating footings at approximately 0930. The excavations were made using a Komatsu PC2001c smooth -bucket backhoe. Today the contractors excavated 5 interior footings, 3 exterior footings and the continuous footing between these exterior footings. The interior footings included C.7-5, E.4-5, F.7-5, F.5-3, and F.5-2. The exterior footings included H-8, H-7, H-6, and the continuous footing between these. The footings were overexcavated 2 feet and the excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. The subgrade material at the bottom of the footing excavations generally consisted of stiff moist gray fine sandy silt (ML), medium dense moist brown fine to medium sand with silt and gravel (SP), and medium dense moist gray silty fine to medium sand (SM). The subgrade material in the footings was evaluated by probing with a 1/2 -inch -diameter steel probe rod. Probings were typically 1/2 to 2 inches. HOS Bros. completed backfilling the footings which were excavated today and 5 of the footings which were excavated yesterday with 1 1/4 inch minus recycled concrete. They used the Komatsu backhoe and the Caterpillar 416 Series II front end loader/backhoe to backfill the footing excavations. The 5 footings included C.7-6, E.4-6, E.4-7, F.7-6, and F.7-7. The backfill was generally placed in 2 to 3 lifts, approximately 18 to 24 inches thick, and compacted with a Kobelco Yutani hoe -pack with a 2.5 foot x 3 foot plate. The backfill which was placed in the excavated footings yesterday and compacted with a backhoe bucket was recompacted with a hoe -pack today, prior to any subsequent backfilling. The compacted backfill was evaluated by probing. Probings were typically 1 to 3 inches. HOS Bros. also potholed C.7-5 and E.4-5, 1.5 and 1 feet deep to evaluate the compaction at depth. Probings were typically 1/2 to 2 inches. HOS Bros. had backfilled these interior footings approximately 2.5 feet yesterday. Water and wet backfill were observed in footings B-5 and C.7-7 today. HOS Bros. recompacted the backfill which was placed yesterday in C.7-7 with a hoe -pack today. B-5 was not recompacted. We This report presents opinions formed es a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Ou firm will not be responsible for job at site safety onn ttl is project. Site Plan - :�►�� V EL Nov 0 51996 Distribution: Signed: TUKWILA PUBLIC WORKS Attachments: GeoEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RELRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Dau: October 29, 1996 Owner: PriceCostco Report Number: 2 Prepared By: Nancy Glenn Location: Tukwila, WA Arrive!: 0905 Page: 2 of 2 Purpose of Visit: Construction Monitoring Weather: Partly Cloudy, 50F Departure: 1735 Permit Number: recommended to HOS Bros. that the water and wet material be removed from the footings before anymore backfill is placed. The water and wet material were not removed when we left the site today. Debris and tree branches were observed in the native material to the north and south of the continuous footing excavation between H-7 and H-6 on the north side of the proposed building. The material was excavated at the recommendation of GeoEngineers. HOS Bros. noted that they would use the preload material versus the recycled concrete to backfill the excavation because it was not part of the continuous footing. The excavations consisted of approximately 200 ft3 to the south of the continuous footing and 72 ft3 to the north of the continuous footing. Other Considerations Doug inquired about placing the preload material on the site without excavating the wet material on the existing surface. GeoEngineers recommended that the wet material be excavated prior to any placement of the preload. GeoEngineers is concerned that the bottom of the preload material may become contaminated from the underlying wet material and thus make it difficult to work with as a structural fill later on. Jean Schmidt of HOS Bros. called the site today to inform GeoEngineers that there will be material arriving later today on the site which will be used for the preload material. When we left the site at 1735, we discussed with Doug that a sample would be taken tomorrow of the new material and the pit - run, which was also supposed to be delivered to the site, for a proctor. Paul Beethe with Ferguson Construction was on site for a portion of the day. Doug noted that they would begin excavating footings tomorrow morning around 0830. :PEOEIVEP NOV 0 5 1996 TUKWILA PUBLIC WORK This report presents opinion formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the piens and specifications throughout the duration of the project irrespective of the presence of ow representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or *gents. 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J. . , , 1 • ...., 1 ..... -as ..r,•• • ...- 2 • (9 • • • r Geo\°Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REr JRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 30, 1996 Owner: PriceCostco Report Number: 3 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830 Pepe: 1 of 3 Purpose of Visit: Construction Monitoring Weather: Clear with 10 -15 mph winds, 50 Departure: 1440 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. 9ECEIVE J Nov 0 51996 Footing Excavations TUKWILA PUBLIC WORK When we arrived on site, HOS Bros. Construction was excavating the continuous footing for the western side of the proposed building, beginning from the exterior footing H-8. The excavations were made using a Komatsu PC2001c smooth -bucket backhoe. HOS Bros. completed the excavations for the continuous and individual exterior footings on the west and north sides of the proposed building today. They also excavated the continuous and individual exterior footings between A-8 and A-6 on the south side of the proposed building. HOS Bros. did not excavate any interior footings today. The footings were overexcavated a minimum of 2 feet and the excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. HOS Bros. overexcavated the exterior footing H-3 approximately 2.5 feet as per GeoEngineers' recommendation because a pocket of soft organic material was observed at the base of the 2 foot overexcavation. Loose silty sand was observed in the exterior footing A-7. HOS Bros. overexcavated the footing approximately 3 feet as per GeoEngineers' recommendation. The subgrade material at the bottom of the footing excavations generally consisted of stiff moist gray fine sandy silt (ML), medium dense moist brown fine to medium sand with silt and gravel (SP), and medium dense moist gray silty fine to medium sand (SM). The subgrade material in the footings was evaluated by probing with a 1/2 -inch -diameter steel probe rod. Probings were typically 1/2 to 2 inches. HOS Bros. partially backfilled some of the excavations with 18 to 24 inch lifts of 1 1/4 inch minus recycled concrete. The backfill was placed with the Komatsu backhoe and a Caterpillar 416 Series II front end loader/backhoe. The backfill was compacted with a Kobelco Yutani hoe -pack with a 2.5 foot x 3 foot plate. Compaction of the backfill was evaluated by probing. Probings were typically 1 to 3 inches. The contractors overexcavated approximately 9.5 ft' and 300 ft' of native material to the south and north, respectively, of the continuous footing between A-7 and A-6 as per GeoEngineers' recommendation due to observed loose sand, debris, and tree branches. HOS Bros. noted that they would backfill the overexcavation with preload material. This report presents opinions formed es a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or pants. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD Rb.-JRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 30, 1996 Owner: PriceCostco Report Number: 3 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830 Page: 2 of 3 Purpose of Visit: Construction Monitoring Weather: Clear with 10 -15 mph winds, 50 Departure: 1440 Permit Number: The continuous footing excavations on the northern and southern sides consisted of at least 3 foot high vertical walls of loose brown fine to medium sand. The sand was observed to collapse into the excavation when the excavation was deeper than approximately 3 feet and when a hoe -pack was used in the vicinity. We recommended to HOS Bros. that the walls be sloped back to avoid collapse. We also recommended that the sand which collapsed into the base of the footing excavations be removed prior to placement of backfill. Water was observed at the base of the continuous and individual footing excavation near and in A- 6 on the south side of the proposed building. The water is perched on the contact between the brown fine to medium sand and gray sandy silt layers which was resulting in some collapse of the walls of the footing excavation. We recommended to HOS Bros. that the water and sand be removed prior to any backfill placement. While we were on site, HOS Bros. excavated the water and sand from the continuous footing A-6 and placed a 24 inch lift of recycled concrete. Doug noted that they would remove the wet material and water in A-6 tomorrow, prior to placing any backfill. Water was observed in the southeast corner of the interior footing B-6. HOS Bros. overexcavated the backfill material which was placed on Monday, October 28, 1996. The excavation was not backfilled immediately and water seeped into the excavation. The contractors backfilled the overexcavation and the remaining part of the footing and used a hoe -pack to compact the material. Water was observed at the top of the backfill after compaction. The wet material probed 1 foot while the other material in the footing probed 1/2 to 2 inches. We recommended that HOS Bros. overexcavate the soft, wet material. Paul Beethe with Ferguson Construction suggested they wait until Mary Rutherford with GeoEngineers visited the site tomorrow at 0900. The water and wet material which was observed in the interior footings B-5 and C.7-7 yesterday, was overexcavated and replaced with drier recycled concrete today. The contractors placed 2 18 -inch thick lifts and compacted them with a hoe -pack. The footings were not completely backfilled when we left the site today. Other Considerations Paul Beethe was on site for part of today. He noted that Ferguson is requesting that 3 to 6 wells to be installed on the site. The wells will consist of 12 -inch -diameter pipe with slots and will be bedded in pea -gravel. Ferguson plans on installing a pump into the pipes to remove any water during construction This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, hi employees or agents. Our firm will not be responsible for job or site 'slaty on this project. Site Plan Attachments: Distribution: Signed: s Geo .. Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RE,►°RT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 30, 1996 Owner: PriceCostco Report Number: 3 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0830 Pep.: 3 of 3 Purpose of Volt: Construction Monitoring Weather: Departure: Clear with 10 -15 mph winds, 507 1440 Permit Number: of the building. Doug noted that they would begin excavating footings tomorrow morning around 0730. TIAs report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. Ws rely on the conusetor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of lhs contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: Signed: .J.;:. • • I n102./114 t rr GeotolEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RE. SRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: October 31, 1996 Owner: PriceCostco Report Number: 4 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0740 Page: 1 of 2 Pupal* of Visit: Construction Monitoring Weather: Clear, 50F Departure: 1345 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. Footing Excavations When we arrived on site, HOS Bros. Construction was placing recycled concrete in the exterior and continuous footings near H-3 on the north side of the site. Don with HOS Bros. said they had removed the sand which had collapsed to the bottom of the excavation yesterday prior to placing any backfill. The exterior footing 14-1 was observed to have 1 to 2 inches of water in it when we arrived on site. HOS Bros. did not work on this footing today but did finish backfilling the remaining continuous and exterior footings on the H gridline, on the northern side of the site. The backfill consisted of 18 to 24 inch loose Lifts of recycled concrete. Each lift was compacted with a Kobelco Yutani hoe -pack with a 2.5 foot x 3 foot plate. The compaction of the backfill was evaluated by probing with a 1/2 -inch - diameter steel probe rod. Probings were typically 1/2 to 2 inches. The contractor did not compact the area near H-6 because their laser equipment was set up there. They moved the laser equipment this afternoon and Doug noted that they would compact the area tomorrow. HOS Bros. removed the water and wet material at the base of A-6 this morning. They overexcavated the footing a total of 2.5 feet. They then backfilled the footing with a 2 foot lift of recycled concrete and compacted it. The contractors excavated the continuous footing from A-6 to A-5 today. They also backfilled the excavation with 24 inch loose lifts of recycled concrete and compacted them with a hoe -pack. The compaction of the backfill in these areas was evaluated by probing. Probe depths were typically 1 to 3 inches. HOS Bros. excavated the interior footings E-2, E-3, and C.7-3 today. The footings were overexcavated a minimum of 2 feet and the excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. The subgrade material at the bottom of the footing excavations generally consisted of stiff moist gray fine sandy silt (ML) and medium dense moist brown fine to medium sand with silt and gravel (SP). The subgrade material in the footings was evaluated by probing with a 1/2 -inch -diameter steel probe rod. Probings were typically 1/2 to 2 inches. The excavated footings were backfilled with 18 inch loose lifts of recycled concrete and compacted with a hoe -pack. The compaction of the backfill was evaluated by probing. Probe penetrations were typically This report presents opinions formed as • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor. hi employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: NOV 051996 TUKWILA Geo \O Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REP J RT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date. October 31, 1996 Owner: PriceCostco Report Number: 4 Prepared By: Nancy Glenn Location: Tukwila, WA - Arrival: 0740 Pape: 2 of 2 Purpose of Visit:: Construction Monitoring Weather: Clear, 50F Departure: 1345 Permit Number: 1/2 to 2 inches. The remaining interior footing to be excavated is C.7-2. HOS Bros. finished backfilling all of the interior footings today. They also completed the continuous and exterior footings on the south side from A-8 to A-5 and on the north side from H-8 to just west of 11-1. Mary Rutherford was on site today and discussed the interior footing B-5 with Paul Beethe. Footing B-5 was noted to probe 1 foot in Field Report //3 due to wet material. Mary recommended that HOS Bros. replace the wet material in the footing prior to the placement of the preload or wait and reevaluate the footing condition after the preload is removed. HOS Bros. completed backfilling the footing today and did not replace any material. Mary also recommended to Paul and Doug that the recycled concrete backfill for all of the footings be placed in lifts of no more than 18 inches. The excavations were made with a Komatsu PC2001c smooth -bucket backhoe. The backfill was placed with the Komatsu backhoe and a Caterpillar 416 Series II front end loader/backhoe. Preload The preload material was delivered to the site today beginning around 1015. The preload material consisted of moist brown sand with silt and occasional medium to coarse gravel and cobbles. When we left the site, HOS Bros. had placed the preload on the western portion of the proposed building site approximately 2 feet thick. The contractor had used a Komatsu Avance D65EX bulldozer. The area where preload was placed today was moist but did not have any standing water on it. Doug noted that more delivery trucks would come this afternoon and tomorrow. He indicated that he was planning on placing the preload primarily on the western side of the proposed building site today and tomorrow. He noted that he would be using the Bomag 60 -inch -diameter vibratory roller which was on site to roll the preload tomorrow. Other Considerations HOS Bros. was excavating the bioswale on the western side of the site when we left this afternoon. They were also hauling off the on-site material which was stockpiled on the eastern side of this site. A Komatsu 328 smooth -bucket backhoe was delivered to the site today. Doug noted that they would begin excavating footings tomorrow morning around 0800. This report presents opinions formed es a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans end epecifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: ) wC :IV 'k.0 NOV 0 5 1996 TUKWILA Signed: •(11 • .• • na 14;4-0 t n I -LI IA 6, • (9 . MMI1111 SWIM 1 IMOINI• 74 1-r: g . " . !' . •. ..:4" 114 • r J . i na „„ . . • • ..1 ,..P" . 61 „„ nl..... • ",t.. I I ..•••• ....• 0.41 . I f 1 1 1 t' . r4 • . • .. • u • . . . I . e •_-:-.- . —_•.• r ; • ...... . ' • I • • r -1 1 I. ...r .10,11., / •• n• , l• 11 Ir - . — . .,— r7 1 Z • 11. — ' r . . I. —... • I . — .• I ?-- I ' — I ' 11::::.e7)' r 1 - . -- . -- . — -- --I L._• Z L.- -J 4 r I . — •* '' - • no r • --1 • . I 1.1.1 ri1 n - .. V a i 1 L 4 1 I I L - I -1 17 - -3 non ............ ...Ye .4.1010 1 Wall MIMI. 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L •(11 • .• • na 14;4-0 t n I -LI IA 6, • (9 Geo 0 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD RE, : ART File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: November 1, 1996 Owner: PriceCostco Report Number: 5 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0800 Pape: 1 of 2 Purpose of Visit: Construction Monitoring Weather: Clear, 55F Departure: 1615 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. Footing Excavations At approximately 0830, HOS Bros. Construction began excavating footings from H-1, at the northeast corner of the proposed building, towards the south. They used a Komatsu PC200Ic smooth - bucket backhoe for their excavations. Water and slough was observed at the base of the excavation of the exterior footing H-1. The contractor overexcavated H-1 a total of 3 feet to remove the wet and loose material at the recommendation of GeoEngineers. HOS Bros. completed the exterior and continuous footing excavations on the eastern side of the proposed building and to an area west of B-1 on the south side of the proposed building. They also excavated the interior footing C.7-2, to complete the interior footing excavations. The footings were overexcavated a minimum of 2 feet and the excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. The excavations were stepped and sloped back to avoid collapse of the loose brown sand. The subgrade material at the bottom of the footing excavations generally consisted of stiff moist gray fine sandy silt (ML), medium dense moist brown fine to medium sand with silt and gravel (SP), and medium dense moist gray silty fine to medium sand (SM). The subgrade material in the footings was evaluated by probing with a 1/2 - inch -diameter steel probe rod. Probings were typically 1/2 to 2 inches. HOS Bros. backfilled the footing excavations today with 2.5 to 4 feet of 1 1/4 inch minus recycled concrete. The backfill was placed using a Komatsu backhoe and a Caterpillar 416 Series II front end loader/backhoe. The backfill was placed in approximately 18 inch loose lifts and compacted with a Kobelco Yutani hoe -pack with a 2.5 foot x 3 foot plate. Compaction of the backfill was evaluated by probing. Probings were typically 1/2 to 2 inches. The remaining portion of the excavations were backfilled with approximately 2 foot lifts of the loose brown sand which was excavated from the footings. The sand was backfilled, sometimes compacted with the hoe -pack, and rolled with a Bomag 60 - inch -diameter smooth drum vibratory roller. Water was observed to be perched on the contact between the brown fine to medium sand and gray sandy silt layers beginning near exterior footing D-1 and extending to the south along gridline 1 and west This report presents opinion formed u a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actu& work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan Attachments: Distribution: RECEIVED NOV 0 5 1996 TUKWILA Ylt tint res.. ..,-..••••.._ Signed: Geo Engineers 8410 - I54th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REI-ciRT Fib Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Data: November 1, 1996 Owner: PriceCostco Report Number: 5 Prepped By: Nancy Glenn Location: Tukwila, WA Arrival: 0800 Papa: 2 of 2 Pupae of Visit: Construction Monitoring Weather:. Clear, 55F Departure: 1615 Permit Number: along gridline B. Preload When we arrived on site, HOS Bros. had placed approximately 3 feet of preload material on the southwest corner of the site. They had rolled the preload with a Bomag 60 -inch -diameter smooth drum vibratory roller. The preload material consisted of moist brown sand with silt and occasional medium to coarse gravel and cobbles. While we were on site, additional preload was delivered and dumped in stockpiles on the western side of the proposed building. HOS Bros. used a Komatsu Avance D65EX bulldozer to place the preload. They also used the Bomag roller to roll and compact the preload. When we left the site, up to 5 feet of preload was placed on the southwest corner of the proposed building site. The preload extended at least 5 feet beyond the edge of the building and was sloped down to extend a total of 15 feet beyond the building. The remaining areas of the proposed building had .5 to 4 feet of preload. Other Considerations When we arrived on site this morning, HOS Bros. was excavating the water treatment facility (bioswale) on the western side of the site. They were using a Komatsu 328 backhoe for the excavation. This afternoon they were hauling off the excavated material from the bioswale, which was stockpiled on the eastern side of the site. Greg from Public Works was on site today inquiring about any pipe installation HOS Bros. will be performing. Doug noted that on Monday they will be installing the storm drain at the southwest corner of the site which drains into the water treatment facility. Jean Schmidt and Paul Beethe were also on site today. Doug noted that they would excavate the remaining footings tomorrow morning beginning at 0630. %"CEWVL i. NOV 0 5 1996 TUKWILA PUBLIC WORKS This report presents opinion formed as a result of our observations of activities relating to geotechnlcal engineering. We rely on the contractor to comply with the plena and specifications throughout the duction of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm wilt not be responsible for Job or site safety on this project. Site Plan Attachments: Distribution: Signed: 1' • J itt ; • 4 11 t. 1 E.. Z • c• "1. 4 • Z. c - NI • itt LI Mil 4 '.11:11711r •t I • • II i• II 1/7/.• • A (7) • • GeopEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861-6000 FIELD REQ, -.SRT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Date: November 2, 1996 Owner: PriceCostco Report Number: 6 Prepared tiy: Nancy Glenn Location: Tukwila, WA Arrival: 0730 Pope: 1 of 2 Purpoaa of Visit: Construction Monitoring Weather: Foggy, 45F Departure: 1120 Permit Number: We visited the site at the request of PriceCostco to monitor construction activities associated with the footing excavations for the Regional Optical Facility. Please note the attached site plan for the following descriptions. Footing Excavations When we arrived on site, HOS Bros. Construction had excavated, backfilled, and compacted the continuous footing from west of B-1 to B-2, in the area of the proposed loading dock. They had also excavated the exterior footing B-2. HOS Bros. excavated the continuous and exterior footings from B-2 to A-5 while we were on site today. These excavations completed the footing excavations for the building. They used a Komatsu PC2001c and Komatsu 328 smooth -bucket backhoes for their excavations. The footings from B-2 to A-5 were overexcavated a minimum of 2 feet and the excavations extended a minimum of 2 feet beyond the edge of the proposed footing as per GeoEngineers' recommendation. The excavations were stepped and sloped back to avoid collapse of the loose brown sand. The subgrade material at the bottom of the footing excavations generally consisted of stiff moist gray fine sandy silt (ML), medium dense moist brown fine to medium sand with silt and gravel (SP), and medium dense moist gray silty fine to medium sand (SM). The subgrade material in the footings was evaluated by probing with a 1/2 -inch -diameter steel probe rod. Probings were typically 1/2 to 2 inches. HOS Bros. backfilled the footing excavations from B-2 to A-5 today with 2.5 to 3 feet of 1 1/4 inch minus recycled concrete. The backfill was placed using a Komatsu backhoe and a Caterpillar 416 Series II front end loader/backhoe. The backfill was placed in approximately 18 inch loose lifts and compacted with a Kobelco Yutani hoe -pack with a 2.5 foot x 3 foot plate. Compaction of the backfill was evaluated by probing. Probings were typically 1/2 to 3 inches. The remaining portion of the excavations were backfilled with the loose brown sand which was excavated from the footings. The sand was backfilled and compacted with the hoe -pack in approximate 2 foot lifts. HOS Bros. indicated that they had overexcavated the continuous footing from B-1 to B-2 a minimum of 2 feet and observed the stiff sandy silt layer. They indicated that they had also excavated a minimum of 2 feet beyond the edge of the proposed footing. HOS Bros. noted that they backfilled the footing with at least 2.5 feet of 18 inch loose lifts of recycled concrete and compacted each lift with the Kobelco Yutani hoe -pack. The remaining excavation was backfilled with loose brown sand and compacted with a hoe -pack while we were on site. This report presents opinions formed se s result of our observations of activities relating to geotechnlcal engineering. We rely on the connector to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Distribution: Site Plan FII CEIVL."4j�, NOV 051996 TUKVVILA Geo NP Engineers 8410 - 154th Avenue NE • Redmond, WA 98052 (206) 861-6000 FIELD REL RT File Number: 0975-041-37-1130 Project: PriceCostco Regional Optical Facility Dat.: November 2, 1996 Owner: PriceCostco Report Number: 6 Prepared By: Nancy Glenn Location: Tukwila, WA Arrival: 0730 Pepe: 2 of 2 Purpose of Visit: Construction Monitoring Wether: Foggy, 45F Depwture: 1120 Permit Number: Water was observed to be perched on the contact between the brown fine to medium sand and gray sandy silt layers throughout all of the footing excavations today. HOS Bros. did not compact the footing backfill near H-6 on the northern side of the proposed building where the laser equipment was set up (Field Report #4). A stockpile of recycled concrete was placed in that area yesterday. Doug noted that after they remove the stockpile and prior to placing any preload, he will hoe -pack the backfill. Preload When we arrived on site, no further preload was observed on the southwest corner of the site. HOS Bros. had placed approximately 6 inches of preload material on the northeast side of the proposed building yesterday afternoon. They had rolled the preload with a Bomag 60 -inch -diameter smooth drum vibratory roller. The preload material consisted of moist brown sand with silt and occasional medium to coarse gravel and cobbles. HOS Bros. was not planning on placing any preload material today. They will resume placing preload on Monday. Other Considerations When we left the site, HOS Bros. was excavating the water treatment facility (bioswale) on the western side of the site. They were using the Komatsu PC2001c and 328 backhoes for the excavation. HOS Bros. noted that they would finish the excavation today in order to install the 74 linear feet of drainage from CB#13, on the southwest corner of the site, to the water treatment facility on Monday. Doug also noted that they will be installing 20 linear feet of drainage from the exterior catchbasin on Home Depot's site to CB#13 on Monday. FiECEIVEici NOV 0 51996 TUKWILA 0l IRI IC` 111118tts This report presents opinions formed es a result of our observations of activities relating to geolecltnicsi engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for lob or site safety on this project. Site Plan Attachments: Distribution: Signed: G ItZ7Z1=7.&71...trattmwrirtutc.vermunts-rr, ..•res,e.rpr.*arveweftarrmilta0rfflittefirOMPK,Arel 7.3 c r- c O7 • • • .6/96 10:15 FAX 2062518782 Joanna Spencer City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 BARGHAUSEN ENG 1002 Dq62-00D-V CM . GNCIINFFRN . UNO PLANNING, SURVEYING, GMARONMINTA&. SERVICIS October 15, 1996 Facsimile: 431-3665 RE: Home Depot Access Road Connection to Saxon Drive Our Job No. 5109 Dear Joanna: • At your request, this letter is to verify that we are proposing to connect the access road on the northeast corner of the Home Depot site to Saxon Drive by constructing a small portion of asphalt surfacing. The curb and gutter will be installed at a later date, during construction of the Saxon Drive improvements. Sincerely, Jerome P. " Jacobs, P.E. Design F • eer JPJ/jss/sna 5109C.050 cc: Jay S. Grubb, Barghausen Consulting Engineers, Inc. RECkiVPIrt OCT 1 51996 PUQCIC WORK, 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX 10/11/96 14:15 '$2063138114 PRICECOSTCO 999 Lake Drive Blvd. Issaquah, Washington 98027 FAX (206) 313-8105 RECEIVED O C T t t 1996 TUKWILA PUBLIC WORKS FAX TRANSMITTAL SHEET Number of documents being faxed (including this page): 5 Date: October 11, 1996 To: Joanna Spencer At: City of Tukwlla Fax No: 431-3665 ❑ Original mailed From: Gail E. Tsubol Phone: (206) 313-6178 PriceCostco LegaUReal Estate Dept. Fax No: (206) 313-8105 Message: Re: Release and Quitclaim cool 10/11/96 14:16 $2063138114 PRICECOSTCO ' SEP -24-1996 07=00 FROM "N TITLE-RECEPTIONST TO [Qj002 93136105 P.02 OrIOW • 1 1 IMIIIREAs, bt►Eer.ned Dead, as recorded h rne records of King County. l747110662. Seramemish ��►ia c AN. P as Inidnanent d It.r Company an Railroad a Navigation Company (predecessor to Union Palk Reload Company) the right to In.W, m item and operate sanded gunge railroad hada upon. over toil acmes certain property In ling County, lMssldrgtan. 4 The two ai.enradsdesaNbed above ere hershNMr rotated to as fi.'Easermerd Deeds'. WHEREAS, the Grantee nerved herein rrpnisents el.t at>: nowt . mord cam at 111e 'ben disodb.d property,. 'VYMMENEM. the Gra des numsd herein dukes fist Mie Grantor named herein release, WNW* *h Ind Aullell m OM property and easement rights Out are described in Will* A, hereto allenh.d and hereby made a pat Weal: and • Ow Grantor named hails leWino tosorelease, relinquish and qaf ch im such property and •• • EXCISE TAX 1101OPONFOR RECORD T n REQUEST OF w ' TRANSNATION 1T=LE INSURANCE CO. 10/11/96 14:17 1,2063138114 PRICECOSTCO SEP -24-19% ern ea FROM :M TITLE-RECEPTIONST TO 003 93138105 P.83 NOW 111111111/0M, MrOIu1•R mod M1 in amedwaMrn d Tin OIibla WOAD) and saw 1dmela A111 " MN MUU t d We in Wily OWN 'mud l 115 swessonsaiwa n, finer.alldfbO0w Veit MM — Mime bad ben pups* NNM s M INISRA. ArMsar■MM/ and Indians -r•r'` ' .-_.,: .;, ••t!.:tY 5.. �•\�„�•A• ••� r+w'R•j':nLC ihki V t t ;r%• 44 i r•.•' P G ' }t a,.� -fi. , b•!!ti :�•:�• •' •1• 11411W1 %om, UNION Nana RAILROAD COWANY. • 10/11/98 14:18 e2083138114 PRICECOSTCO SEP -24-1996 07:01 FROM ( 4 TITLE-RECEPTIONST TO 93133105 P.4 ,„ • : 7, - •,, `11. • : • ( 1. • :L • , /.• - *'-• • • %el and idelk inwsondli • Wm me Ifs and the Meisimt ennowiy. Mei isepstalimond Wet - • in won paiseri*lavaiiiiniiiistiiisvils loft hies of sekhary widen* Oi -- lhe Woe Mass se mismIkedlti In Ike lithba Inimment. and aoknoningtod Ss me VW they muonded mums In aulhadned arimollles. end Set by Iheir Opium an 11. inhumed the miens. or the sr* upon Wolf of Wilds ihe pumas Mod. mmouled Ind nWnmd. NiTtell my hand Ind Wald blelLego 14, 1 Mow Owe • 3 005 10/11/96 14:17 122063138114 SSP -24-1996 07:02 FRalc y TITLE-RECEPTIONST TO PRICECOSTCO 93138105 P.05 imam PACIFIC AAKNOAD comma 7blcwdi>1. sic, County. Wassingaan ;,• • • ;1X1!617'5'• A 27 foot aide slip N Mrd abode in finAn erint Lot 1 he Sudan 36. Township 23 w ~' - , � '-):91,001,64k# a!W b!M!O. i,,ai�iMlrj z7 felt at .y4rw,. �ti i nor 117 r. .y•• W 761: teid sloe ilio:bhp 1dr BNM�ir �7�t11et 6t t eslesln il4 r+aot• imidtl NOR of lift, : ideltldflid is Pend 1 SO conveyed W that MUM Element Deed fable Sainensoish CormlheuuW Co.. Inc. to Chicago.111w$ukar. St. Paul and Parks Redhead Compeer and O:Mon•WNNnpton Ri hosd A Novigation Company rodeo dor to Won Pacific haaroad Company) klendfled ae lung County Recording Na. 7407120582. said =AP 1YM1g within Ow hereinafter dumbed tract of land: _ �• • • • :' .* Coninsndria w1e nerrhehiit owner of:erid Governmint tot 1:. - - • • •.• • • Vince North 57•+14.09• Wali. along the north Ina of said 0uv i ewe Lot 1. a distant:* of 166.47 het: • Thence South 0151.30' West. «distant* of 53.55 feet. to the TRUE POINT OF BEGINNING: Thongs South 49'08'21 • East. a dbtsnoe of 692.48 hat. to the westerly margin of the .lame: Christrneor► Road (oho known as 70th Avenue South) as conveyed to King County by Insvurnem recorded under haoording No. 15305di - Thence along add westerly margin. South 07.32'21' Wast. a dietaries of 51.99 feet: Theme South 10'5S639' gam. a defame of 251.52 free; Thence South 0911411" West. a distance of 457.25 tech Thence South 07.00'31• Ease. a demos of 444.05 fest to de north margin of South 180th Street (also known se Southwest 43rd Street) as convoyed to the City of Tukwila by insirwnent$ tUCorded under Recordng Numbers 6375441 and 637l5443t Thence along fold north margin, North 88•46'19' West. a distance of 579.62 feet; Thence along a donne to the right the tenter of which bears North 01'13.41' East. having a Indus of 243.25 fret, an aro dseence of 100.17 feet. though a centred angle of 39.08•19•• Thence *long a euro to the right the mentor of which bows North 74'24.68' East. having • radius of 359.27 feet, an aro distance of 109.38 feet, through a control angle Of 17'20'41°. Thanuu North 01.5163916 East. a distant* of 1.041.09 feet More or less. 10 the TfNJE POINT OF BEGINNING. ra1004 Containing an area of 31,062 square feet. mars 01 loss. Office of COMMIS & Red Eetrt* Omaha. Nebraska • Minch 25, ISMS Revised; May 10.100e Written by: LEP HOME. LGL. .30843 TOTAL P.OS CITY OF flJKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 REVISION SUBMITTAL DATE: M-//-€1 PLAN CHECK/PERMIT NUMBER: /"✓96 "" OZ3G PROJECT NAME: fr 2rcr dot/rrc) ,Orr/CAC. Gfre PROJECT ADDRESS: //Co .5-45/0W &. . CONTACT PERSON: /e/PHONE: 7S7 -6-22 REVISION SUMMARY: A-"oir/'o.,/ 4F »z , D.e.s1/4 0escr- FrJ,f' /,v�1c Dr-f/rrcf RECEIVED QCT 7,1xI996 �ZI TUKWILA OCT SHEET NUMBER(S) /17.4 PUBLIC WORK "Cloud" or highlight all areas of revisions and date revisions.V4efea O ptiFU T IC I rrCk E EC 1996 SUBMITTED TO: t4,9 -A,/,‘//9 cf`'�s//cunt /'/.lL / c ,/e -f" CITY USE ONLY 3/19/96 October 11, 1996 VIA FACSIMILE: 431-3665 AND REGULAR MAIL Mr. Vernon Umetsu City of Tukwila Dept. of Community Development 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Hold Harmless Letter Dear Mr. Umetsu: This release and hold harmless agreement is made by and between Costco Wholesale Corporation ("Costco") and the City of Tukwila ("City"). Costco owns the premises located at 1141 Saxon Drive, Tukwila, Washington. Costco intends to proceed with pre -load and grading work on the premises with a pre -load and grading permit, but without the approval of the Design Review Board. Costco is in the process of obtaining this approval from the City. Costco desires to release and hold harmless the City from any and all issues that may arise from locating the pre -load on the site without the Design Review Board approval. Therefore, the parties agree as follows: 1. Release and Hold Harmless. Costco shall release, indemnify, and promise to defend and hold harmless the City from and against any and all liability, loss, damage, expense, actions and claims incurred by the City arising directly or indirectly on account of Costco's proceeding with grading and pre -load on the site without Design Review Board approval. k 2. Acceptance/ The City hereby accepts the foregoing release and hold harmless provided that Costco proceeds swiftly and in good faith with all remaining steps necessary to obtain the required approvals, including design review issues with responses to the City's satisfaction. RECEIVED OCT 1 4 1996 999 LAKE DRIVE • ISSAQUAH, WA 98027 • (206) 313-8100 COMMUNITY DEVELOPMENT w October 11, 1996 Page 2 3. Authority. Each individual signing this agreement on behalf of a corporation or a local government represents that he or she has the necessary authority to execute this agreement on behalf of such entity and that, in any case of a corporation, all necessary corporate action has been taken approving the execution of this agreement. 4. Counterparts. This agreement may be signed in one or more counterparts, each of which shall be deemed an original but all of which shall constitute one and the same instrument. DATED this 1S` day of October, 1996. COSTCO COSTCO WHOLESALE CORPORATION By: CITY CITY OF TUKWILA By: LA•• -k Its: Q:Mg-D r ch avg.-A o:1 j" liRf.3is'.`ifL�i:k.`tikrd•: JUL 17 '96 09:21AM TUKWILA DCD/PW CITY OF TUKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 P.3/3 REVISION SUBMITTAL DATE: /D/O/y6 • PLAN CHECK/PERMIT NUMBER: ?h/96- 02 PROJECT NAME: /9,e e C'a1Tro .'c�/a1b4L PROJECT ADDRESS: //Go S,4446n/ /,.live' CONTACT PERSON: 4--k/ Feiss/i+/yAi.xr�rdPHONE: 6'6/- 6(zo REVISION SUMMARY: 1 'cr//JeV iez-cdi9z .cd,2 ,z'Gevie Gd W DF /Sa ASF REC'Fru►-=1- OCT j0,1996 SHEET NUMBER(S) "Cloud" o.- highlight al! areas of revisions and date revisions. KS 111 5re/(G SUBMITTED TO: `4 w:4 fi°Evcc r /Z',9z/e %r,67,e,e„ f' CITY USE ONLY RECEIVED CITY OF TUKWILA OCT 1 0 1996 PERMIT CENTER 3/19/96 .,10-11-96 01:48PM FROM MULVANNY PARTNERSHIP TO 12064313665-5074 P001/005 MULVM1flY P4tRTflERSHI P MEMO TO: City of Tukwila .DATE: 10/10/96 . ATTN: Joanna Spencer JOB ft: 95-074 , RE: PriceCostco Regional Optical Lab FROM: Angie Yusuf 5 p _ SUBJ: Pre -load Permit ACTION REQUIRED: ❑ Review and Comment ❑ Information and Use REMARKS: ❑ As Requested ❑ Other RECEIVED OCT 1 1 1996 PURL WIORKS Please see attached proof of ownership for the property located at 1141 Saxon Dr. Tukwila, Wa. I have also included the hold harmless letter as requested. Please let me know if there are any other outstanding issues which we must resolve in order to get the pro -load and grading permit. Thank you. BY: • CC: o..W.s.n*S 11820 Northup Way, Suite E300 111 Bellevue, WA 98005 ■ (206) 822-0444 ■ Fax: 822-4129 .,ti!4?'"�S`r'.Sric.:xw.rnuar,...w.us,..,.......N,.., w:...«..,.,,..,..m....M,..+,R.......-««........,.w...«....,.................:«................,...,...,........«,......�...,.....__.__.._. .10-14-96 01:48PM FROM MULVANNY PARTNERSHIP TO 12064313665-5074 P002/005 *1.0/10196 31:15 ism( 3114 1'121CKOS'1'CO ',,—„ OCT—te-1996. _.e6:33 TRANSNAT1ON ADMIN 206 502 6240 P. 09 AFTER RECORDING RETURN TO: lisle PAW Nolen Lai Powell tram Llbentity 1428 PIM Annie, Sulo 4100 Eptlle. ? ihIitton 04101 STAT7RIOPY WAllU A l'V DUD The O antor, Home Depot USA.. In., fbr and hi conddentIon or 518.00 and other Sed and winable eenddatadoa to hand paid, eenveye Ind wvnnts to Como Whaletele Corporation. a Wasbinzeon torrential), the real estate legally deucrli ed in welty 4 ammo hereto and Cy this rattans Interpolated heroin, sitnted In the Cbanry of 30np. 3taw d WiahinSan, IubJea to iha permitted aurptlos described In glikipa attached hereto. OAS thte , der of5y t. ,, 1996. 1` rn FRED FOR RECORD AT THE REQUEST Pn T INSNATlON TITLE INSURANCE COOK STATE OF CALIFORNIA ) "" COUNTY OF ORANUE ) ,a g 11 Li On 6tvie f1berA;1996. telae m0, ► ,. ex t$ , s Notary Public to and for 0 veld state, pereen1 iy appeared DANIEL 1t. H genoutly known to me (or proved to Zme on the basis of ser ilfatiery evidtnee) to be the parson whole non» to subscribed to ib. witt►in 01 insnvment, and acknowledged to arse that he executed the tame in his authorlied capacity. and O that by his signature on the Instrument the person. or the entity upon behalf or which the person acted, executed the immrtnent. cm HOME DEPOT U.S.A., INC. a Delaware ccorgoretlon U D'nni�l R. Hach ilv Senior Corporate Counsel WI7NE9S my hand and official seal. SI(} URIs OP N U1t1,1C r le,ria W e WMit awMea NIIIAI iite6N01It11N1KIt1.MIr It 002 g5507 e9t( OS/27/94 9349.27 611063.29 • .10-1.1-96 01:48PM FROM MULVANNY PARTNERSHIP TO 12064313665-5U'14 ?OU3/UUb • ,10/10/96 11:16 ! 2'206(v ;3114 PRTCECOSTC( OCT -10-1996 06!134 TRANSNATION ADMIN .1 20G 682 6240 P.10 BXBX1IT A PIOPIRTY DR.JCRTPPJON Lot D of City of Ilikab non Plat No. 1,94. O33. accoedtlb to the Shen Plet neotded under Kits County Reoetding No. 911220004 Shyer M We City or 711kwita, County et K11, Star o/ %Almon. U!14I1AC0lutMnn I gl;HtM, 2 moslie- :0'a'ware:NSLm.,w..«.,..,.ma.,.w0/v.e»Na«,u,a..,..,«r.�......,�ti+�..,,..,...�.-=.w,..,...,..�.r.rv. -1071,4796 01:48PM FROM MULVANNY,PARTNERSHIP TO 12064313665-5074 �. 10710!96 ).1:16 'Q206( 1114 F'RtCECfSTCO 11, OCT -10-1996 015=34 TRANSNATLON AWN • • P004/005 206 682 6240 ann4 P. ii UIUI1T 1 p JVCCIUTIONS 1. general saxes, es foLlewstogether with interest, penalty and Statutory ton alostre cots, l any, atter delinquency: (let ha delinquent en ray 11 end dealf delinquent on Novdtlbsr 1) 70:1 leaeu*Q ret. 112111C Magnet . died A>nvvnt paid, Pr'tnnoivtl U LIfl0S 361304-0107-00 100• 1123,621.17 94,011.00 $ 0,011.50 (Csvere property hassin described, excluding tease for xailrosd right-ut-way on West 27 teat of property heroin described) The levy cede. tar the property herein described is 2340 ter LOSS. 2. Liability for Surface Enter Management (SWM) Service Charge, t any. which are not presently assessed, but say appear on future WO IS. 3. WENNNT AND SNI TOMS AND CoNDZTIOH8 7ME11JtUIN DUNIOARIA Ammo: RICOADXVD N0.1 4. ra' t1HtN? AND TKO VMS .IJID PURPOss: thee APPECTZDs 5. RLCORi11N0 NO.: UndergqNrteunu elsatrio eyeten A rigtit-st-way 10 teat in width having 5 fest et such width onbii1• or censer Or Grantee' a Za0LQl1u.Y es oonetrusted or to be sent ueted, extended or r.oeated, tying within the.. above described property 1107170741 CONDITIONS Wexner: dam Idealise ex pipeline* 3 Leet on either aide of the natural ens . distribution .line as oonetruoted •r to bti ounsLruated on said panatela 9700220430 DECI1RATYON or ERSEKENTS AND TAR TIMM AND COMMONS TRUMP: nee•mber 201. i ub 0512240577 6. ALL eavinu)ee, CONDiusoas, RiSTRLCTX0M2, PZIZRVATIOII$, OTHER SERVITUDES, if 'any, disclosed by short Plat No. recorded under Aeeordihq No. 461:249001. RIGHTS OR EINfriTl, IP ANY, WHICH MAY SE DISCLOSED BY DOCUMENT(S) ABOVE AFFECTING LAND OUTSIDE T6ni $OUNGARY SCHEDULE A. 7. RAHMINTS 0R L-04-0055, THIS RECORDUO DESCRIBED IN Meetrietiions is seed by instrument >Itosorded on Psbruas 2, 1042, umde r Recording Nos.t5333S4$, 55U00000, S13 L54t�34155, .te l 1113, 4110351. 0701100720 end 114040413ee. IJNII*t KNCOIW81111U1K91.NU 3 • 4071196 01:48PM FROM MULVANNY PARTNERSHIP TO 12064313665-5074 . P005/005 10/10/96 11:113 Z4206 :j114 PRICECOVICO OCT -18-1996 06:35 TRRNSNr1TIOW aDMIW 206 682 6240 P.12 1. ALL COVdfIINts, eoNoraets, nismidetzows, ns9RVA 28115, RASISRPrs 011 OMR SERVIIVDU it any. 41lolossd by instrument ssco *.d analog **..wing N.. 94ou=71187. RISERS OR ANC men I SE DCDMND[O11iMe° O1(pi*ams LAND E L OMeN 9Cai uOLH 9, AGREEMENT AND TRE TERNS AID CONDXTIONN TNERROPI nROOnEED, Auqqust 13, 1990 RUCOWUlNO NO.: 940s31015o RROARD=NCI tasenent Agretsent (semen Drive/Tukvil•) 30. NATTESS MAUD 70 ALTA EXTENDED COVERAGE AS DISCLOSED symoscomiza EWER SY IAMIQMLUa I CONSULT= mums, =NC. 0ATSD impUmmut S, 1999 AsT JOS N0. USX: . a snersaeheent/Party in possession not disclosed of rte d as 9�+ldsnesd by aaptelt appurtenant to the property atjoinln to the west • encroaching .49,-1.4' sorooq the Westerly boundary. %IIIAI WHO & nnPIIro1m.uI 4 • • • • • • • • • CITY OF TUKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 pq(9-o007-1/ REVISION SUBMITTAL DATE: /0 '?-9(0 PLAN CHECK/PERMIT NUMBER: PROJECT NAME: 4fO?v E DCT .(--(4vL > etcce5$ PROJECT ADDRESS: 60 ) ff)4-\_Si- Tin k 4ik1, J* CONTACT PERSON: 3-3k) (n4-,5.. k P PHONE: 2-- S i —(72.z z . tcoz>.:S REVISION SUMMARY: A/aP f +9 4-; � t'c. 6,S5 I o -Set ,' e 2 -, c=2 s <<�� 24- SHEET NUMBER(S) F'cf- (34 RECEIVED CITY 01- W UKWILA OCT 0 9 1996 "Cloud" or highlight all areas of revisions and date revisions. rvIsAke / i(}eP.)nn . SUBMITTED TO:(J PERMIT CENTER CITY USE ONLY Bli anning: Fire PutiHc:Works<:. 3/19/96 OCT 09 '96 11:12AM TUKWILA DCD/PW IX;^ Z!i CITY OF TUKWILA Department of Community Development Building Division -Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 P.3/3 REVISION SUBMITTAL DATE: 41/4 PLAN CHECK/PERMIT NUMBER: Pw 96 '00234 PROJECT NAME: /2.2 las/zo ,zez/o.✓A6 0,,r -/CAL /� PROJECT ADDRESS: //60 SoAj .O/?/ CONTACT PERSON: �2t,/ 1/T PHONE: 267- 6 Z2 2 REVISION SUMMARY: /4 /nF«'72 Di -7/6c/ r-GvdD EzeVATia./ ,fZE Z CZ /Ui? l fl 4=1/Wec/1-4,(1 c,,eNl- Lt trXu /'rev 22 -rz f/ i tc e74 , 4a.//.? f L. A4'/ `iiv t r ',k k" 155777-mtre1 4uo , d"✓/J /V %eml? 6,-7eo tett/ SearreA/7- 4-7/0,v e•On/r"7'!L 1/1-4'T"/O.k/S. RECEIVED SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. OCT t;_.4.)„196 TUKWILA PUBLIC WORKV t rAf (e_01 TA1 RECEIVED CITY OF TUKWILA �rj..1 TGA, SUBMITTED TO: ‘144.97./A/4r�i�'a�/Gr>L / ,Ili:/c OCT 1 01996 PERMIT CENTER 3/19/96 • City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief October 3, 1996 Fire Department Review Control #D96-0024 (512) Re: Pricecostco Regional Optical Lab - 1141 Saxon Drive Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3-1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1-6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1-6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher", with an arrow pointing to the unit. (NFPA 10, 1-6.3) (UFC Standard 10-1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1-6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Fire Department Page number 2 Thomas P. Keefe, Fire Chief 4-3, 4-4 and 4-4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4-4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A-4-4) The inspection tag on the fire extinguisher is required to have the date the inspection or maintenance was performed and the initials of the person performing the inspection or maintenance. (NFPA 10, 4-3.4.2) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206)575.4439 1*'; .,�xk:; at+ City of Tukwila Fire Department Page number 3 John W. Rants, Mayor Thomas P. Keefe, Fire Chief unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1-1212.8) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 1013.2) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low level exit signs which are internally or externally illuminated, or self -luminous shall be provided in all interior exit corridors serving guest rooms of hotels Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206)57.5-4439 l City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 4 in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 1212.6) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency 'system. Emergency system shall be supplied from storage batteries or an on-site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 1012.2) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) Current supply to one of the lamps for exit signs shall be provided by the premises' wiring system. Power to the other lamp shall be from storage batteries or an on-site generator set and the system shall be installed in accordance with the Electrical Code. (UBC 1013.4) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) Fire hydrants are required as detailed in City Ordinance #1692. Local U.L. central station supervision is required. (City Ordinance #1742) Maintain a 3' clear space around the sprinkler Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 5 riser(s) for emergency access. (NFPA 13 4-1.2) When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1692) (UFC 903.4.3, 1106) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212-80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and/or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator vales (WIV) and Fire Department connection (FDC). (City Ordinance #1742) Hose racks must remain unobstructed to allow the rack to swing freely. (UFC 1001.7.3) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57554439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 6 Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13-4-6.4.1.2) No articles, displays or other materials shall be hung on or from sprinkler heads or piping. Remove the item(s) in violation and refrain from this practice in the future. (NFPA 13-2-6.1.7) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13-4-4.1.3.2.1) All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrosion -resistant wire, chain or other approved means. (NFPA 13-2-7.3) All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 24-8-9.3.1, 24-8-9.3.2) A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-2-2.7.1, 2-2.7.2) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.44139 City of Tukwila Fire Department Page number 7 John W. Rants, Mayor Thomas P. Keefe, Fire Chief The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 1003.1.1) Sprinkler systems shall be maintained in an operative condition at all times. Sprinkler systems and their component parts (including hose stations) shall be inspected and tested per N.F.P.A. 13, N.F.P.A. 14 and N.F.P.A. 25 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance 41742) 4. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51-20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Call the Tukwila Fire Department at 575-4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.5-4404 • Fax (206) 575.4439 iA'k&Al.in"KNc^.v�i4'.�:t:no�.. .. .,n. _. .•. Page number 8 John W. Rants, Mayor Thomas P. Keefe, Fire Chief requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 701) Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn -around area. Access shall be within 150' of all portions of .the buildings. (UFC 902.2.2.1, UFC 902.2.1) A11 required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. Tukwila City Ordinance #1741 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 c`. City of Tukwila John W. Rants, Mayor Fire Department Page number 9 Thomas P. Keefe, Rile Chief Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone.• (206) 575.4404 • Fax (206) 5754439 xLIttlwkfwardencvrm cioviaarsnauliimog t ftwav my owkmnaraarc o2ctre asoftwovetvetstanwpetantmerrerovemi City of Tukwila Department of Community Development October 1, 1996 Robert Fossatti Associates Consulting Engineers 401 Second Avenue South, Suite 503 Seattle, WA 98104 John W. Rants, Mayor Steve Lancaster, Director . Regarding:. 96-T-12: PriceCostco Regional Optical Lab (D96-0024) Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, •--14-KOUQ_4 ave Sheltie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 4➢:VCMk i:{H.UMf W1 V4,14.41411.1 lwrfbhVx:tNne.ha...gi antmoreln.imek.Mil..kiVMMiA.;ftY.TR.r*rkt. mwawura04fiiPLSweglKtOarNSA vveu .QA^xmriMi4Yttrr,0 ,Awn,YvriOthrt-Ape!awne oomteA fM City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director October 1, 1996 Ms. Angie Yusuf 11820 Northup Way #E300 Bellevue, WA 98005 Dear Ms. Yusuf: SUBJECT: Development Permit Application Number D96-0024 PriceCostco Regional Optical Lab 1141 Saxon Dr This letter is to inform you that your permit application received at the City of Tukwila Permit Center on September 27, 1996, was reviewed at the October 1, 1996, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, Kelcie J. Peterson Permit Coordinator File: D96-0024 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 f! tiiViii KR4ii uMtegn.:. vin.'kr..+n:w.e.,+.��..«.�..........._.... CITY OF 1.0KWILA iD96 -pOZy 6200 Southcenter Boulevard, Tukwila, Washington 98188 (206) 433-1800 MEMORANDUM TO. C. 4 5-6-0 1'T cs't-t FROM• 19"1"---C-- SUBJECT: 9"CSUBJECT: T'vu-lam- 4IIA\ S 3 Q YU 8.w i5 a urs. ,iv\c-Lictet t. r Saxon G(.3--*\ rn ,S S O - ti a1 S I S r� �,�St�- �L o� \ o _ b-ek air TCOs \b LQ rLe� e U . 41 n are C -U )--ss (6'42,n 'f v1/4(4� c� � Y� �-�' v s .�° 4.1-e o)k: DATE• Lo, ne,,.U'Th - - o eAicT July 23, 4(.., Draft - For Review Only Traffic Impact Study PRICE COSTCO OPTICAL LAB Tukwila, Washington Prepared for Price Costco Prepared by ENTRANCO 10900 NE 8th Street, Suite 300 Bellevue, Washington 98004 (206) 454-5600 July 1996 RECEIVED AUG 071996 TUKWILA PUBLIC WORMS ticGEVED CITY OF TUKWILA J U L 2 4 1996 PERMIT CENTER DRAFT A redistribution of all existing Costco and Home Depot traffic for the noon and p.m. peak hours and the Saturday peak hour is shown in figure 6. As part of the Home Depot site, two retail pads were approved for development, but have not yet been developed. However, a Les Schwab Tire Center has been approved by the City to be constructed on one retail pad. As part of the redistribution of traffic shown in figure 6, estimated traffic associated with the retail pads was also included. Traffic generation for the retail pads was obtained from the approved Home Depot Traffic Impact Study (Entranco December 1992). As a result of the redistribution, southbound left -turn and westbound right -turn volumes at the South 180th Street/Andover Park East intersection were reduced between 12 and 23 percent for all peak hours. In addition, reductions in northbound Andover Park East and eastbound South 180th Street through traffic were between two and five percent. Consequently increases in traffic were concentrated at the westbound approach of Saxon Drive and the southbound approach of the Home Depot East Driveway. MITIGATION The mitigation for the proposed project is based on the Mitigation Proportionate Fairshare Costs for various intersections as presented in the Transportation Element of the City's Comprehensive Plan. The amount to be submitted for mitigation is based on the total project -trips entering the intersections from the project at rates proportionate to the cost of projected improvements per trip. The mitigation associated with the proposed development is summarized in table 3 and totals $7,188. Table 3 Mitigation Intersection Cost Per Number Mitigation Trip of Trips . Payment South 180th Street/West Valley Highway $475 4 $1,900 Andover Park East/Baker Boulevard $377 2 $754 Strander Boulevard/Southcenter Parkway $140 2 $280 Strander Boulevard/Andover Park West $317 2 $634 Strander Boulevard/Andover Park East $135 6 $810 Strander Boulevard/West Valley Highway $283 2 $566 Interurban Bridge $1,122 2 $2,244 Total Mitigation Cost $7,188 960321 Reports 1 oostctis (7123196)1 jo 11 ,7:i:,{DN3rJWnYra.YfEla'umMYLi:RIf}i]��.i1f4laW4Pi6Atitii.VahlryVwcoui JfC.4M.ewv+tdi+nwlcmArnio..arnoreMehWw TO: Joanna Spencer :atone ww++,+.va.ew.M.*re..* *w CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES LETTER OF TRANSMITTAL City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Price Costco Optical Lab DATE: October 10, 1996 SENT VIA: Hand Delivery OUR JOB NO: 5552 5 Sets 10-7-96 Erosion Control Plans 2 Copies 10-7-96 Revised Erosion Control Calculations 4 Copies 10-8-96 Revised Geotechnical Report Resubmitted for final approval. cc: Angie Yusuf, Mulvanny Partnership Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. RECEIVED OCT 1 0 1996 TUKWILA PUBLIC WORKS Signed. RECEIVED CITY OF TUKWILA OCT 1 01996 PERMIT CENTER Brian Smith, Design Engineer 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX 5552T.009 Atm ‘,11:SSYYn37k.X•yf.•lAC. k'SCSf l7!iYh+iW%'4:.s1RA+�A' 'Af tYJK+Mv�iktl� nearp<nann!�+rw City of Tukwila FILE COPY John W Rants, Mayor Department of Community Development Steve Lancaster, Director August 16, 1996 Ms Angie Yufus Mulvanny Partnership 11820 Northup Way #E-300 Bellevue, Washington 98005 Dear Ms. Yufus: SUBJECT: Development Permit Application Number PW96-0236 Price Costco Regional Optical Lab Next to 6810 S 180 St This letter is to inform you that, your permit application received at the City of Tukwila Permit •Center on August 7, 1996, was reviewed at the August 8, 1996, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, --74,teca, 5cLeeieL697t, Kelcie J. Peterson Permit Coordinator File: PW96-0236 PRE96-025 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 ... '00Ablowavusww MO Vo TO: City of Tukwila CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES LETTER OF TRANSMITTAL Public Works Department 6300 Southcenter Boulevard Tukwila, WA 98188 Date: 8/7/96 Sent Via: RECEIVED CITY OF TUKWILA AUG 0 71996 PERMIT CENTER Hand Delivery Our Job No: 5552 RE: Costco - Optical Building Land Altering Permit Submittal Quantity Date Description 1 Complete Application for Land Altering 5 sets Rough Grading & T.E. S.C. Plan 5 each Drainage Calculations 5 each Geotechnical Report Remarks/Comments: Plans and report enclosed for your review. Please call with any questions. cc: Jackie Frank, Price Costco Angie Yufus, Mulvanny Partnership Dan Balmelli, Barghausen Engineers Signed: Engineering Assistant 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251-6222 (206) 251-8782 FAX AF.101 04/11/96 13:36 FAX 206 2^1 7107 LANE POWELL SPEA Please deliver the following pages to: Name: Firm/Company: Facsimile No: Gary Fluhrer Foster Pepper & Shefelman 447-9700 From: Jane Rakay Nelson Re: Saxon Drive/Tukwila Total number of pages including this cover sheet: Date: April 1, 1996 Time: If you do not receive all pages, please call (206) 223-6127. Z001/014 D%-00QW 1✓ �✓ 0 11 FACSIMILE COYER L1rT=Hlt sins John Jones !play 6m10.49 TrcUw4na�(ic, l nq(notu,a v 64 (0-caset3 -7)�I'_ irtal crl When replying, please include a cover sheet indicating to whoa the facsimile is to be delivered, total number of pages transmitted, and phone number to call if all pages are not received. Thank you. Gary, attached is the Easement Agreement redlined to reflect the changes which I have made and you have requested. We have heeded your advice and removed the Sades as a party to the Agreement although they are consenting to the Agreement. I have not added to Paragraph 2 "in between Lot A and Lot D of the Home Depot property" because there are no curb cuts or fencing there. Please call to confirm that this form of the Agreement is acceptable and we will prepare execution originals for signature. cc: Jim Lyon (via facsimile/Fax No. 503-682-9857) The information contained in this sessage is intended only for the addressee or addressee's authorised agent. The message ray contain information that is privileged, confidential, or otherwise exempt from disclosure. If the reader of this message is not the intended recipient or recipient's authorized agent, then you are notified that any dissemination, distribution or copying of this message is prohibited. If you have received this message in error, please notify the sender by telephone and return the original and any copies of the message by nail to the sender at the address stated below, yANE Pow u.'. Smuts Luniismr lata Offices 1.420 Filth Avenue Sufic 4100 Sande, WA 98101-2338 (206) 223.7000 p)ulallr (206) 223-1107 Original Document to be mailed: Yes XrNo Client number: 106666.1 Operator: RECEIVED CITY OF TUKWILA OCT 0 9 1996 PERMIT CENTER J,Irri,14,111/. It 04/11/96 13:37 FAX 206 213 7107 LANE POWELL SPEA.. . L Recorded at request of and return to: Jane Rakay Nelson LANE POWELL SPEARS LUBERSKY 1420 Fifth Avenue, Suite 4100 Seattle, Washington 98101 10002/014 EASEMENT AGREEMENT (Saxon Drive/Tukwila) This Easement Agreement ("Agreement") is made and entered into as of 1996, by and among between HOME DEPOT U.S.A., INC., a Delaware corporation ("Home Depot"), and COSTCO WHOLESALE CORPORATION, a Washington corporation ("Costco") RECITALS A. Home Depot is the owner of the real property legally described on Exhibit A attached (the "Home Depot Property"). B. Costco is the ground lessee pursuant to that certain Ground Lease dated September 1, 1994, as may from time to time be amended (the "Ground Lease") between Costco as lessee and the Lesser PAUL AND ELEAN • R SADE AS TRUSTEES OF THE PAUL AND ELEANQR SADE 1955 '1 RUST ("Lessor" of the real property legally described on Exhibit B attached (the "Costco Property"). C. Costco and Home Depot desire to enter into this Agreement to grant access, ingress and egress to, from and on Saxon Drive, a private road owned by the Lessor and used by Costco, its invitees and agents and to Home Depot, its invitees, agents, successors and assigns and the owners of the Home Depot Property and their invitees, agents, successors and assigns. AGREEMENT For good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the parties agree as follows: HD/COSTCO/EASEMENT LPSEA1 Kt\C01\JRN\HOM1 DEP0118537JRN,RD2 April 1. 1996 04/11/96 13:37 FAX 206 223 7107 LANE POWELL SPEA IQJ003/014 1. Definitions. "Easement" shall mean Saxon Drive. "Properties" shall mean the Home Depot Property and the Costco Property collectively. "Saxon Drive" shall mean that private road legally described on Exhibit C, and depicted on the drawing on Exhibit D. 2. construction Obligations. Costco shall contract for the widening and upgrading of Saxon Drive in accordance with plans and specifications prepared by Barghausen Engineers, which have been approved by the parties. Costco shall solicit bids from three contractors and shall choose the lowest bid, unless the parties agree otherwise. Once the work is completed, Home Depot shall reimburse Costco for 50% of the cost of such work within thirty (30) days after receipt of an invoice thereof. Home Depot shall pay for the curb cuts and the fence work along the boundary line between Saxon Drive and the Home Depot Property in a manner approved by Costco. 3. Easement. 3.1 Easement. Costco and-becser hereby grant grants and fenvey conveys to Home Depot, for the benefit of Home Depot and the Home Depot Property a nonexclusive easement in, to, over and across Saxon Drive for the following purposes: (a) Access. For vehicular (including service vehicles) and pedestrian ingress and egress, access to the public streets, and over and across Saxon Drive. (b) Drainage.. For reasonable drainage purposes. (c) Encroachment. For minor unintentional encroachments. 3.2 Prohibition Against GrantingEasements. Costco, Lessor and Home Depot shall grant no other easements of the type set forth in this article with respect to Saxon Drive other than easements required by law or any governmental entity, except to the extent Home Depot or Costco grants easements for the benefit of owners and users of the Home Depot Property or the Costco Property respectively. 3.3 Term. This Easement and the terms and conditions of this Agreement shall be . _ . - . - • - . initially b; for the period ending�August 31319.1±1, which is the expiration date of the Ground Lease. In the event that Costco exercises its options to extend the term_gf the Ground Lease, then the term of this Easement shall be extended for the same number of years. In the event that Costco exercises its right to purchase the Costco Property, then the term of this Easement shall be perpetual. 2 HD/COSMO/EASEMENT LPSEAI K;‘Ca1URN\HOMEDEPO118537JRN,RD2 April 1. 1996 D4/11/96 13:37 FAX 206 223 7107 4. Maintenance. LANE POWELL SPEA 10004/014 4.1 Maintenance of Saxon Drive Easement. Costco shall, at all times during the time of this Agreement, maintain and repair Saxon Drive and keep it in good condition and repair, clean, free of rubbish and other hazards to persons and vehicles using such area, properly lighted, striped and landscaped. The minimum standard for maintenance of the Easement shall be comparable to the standard of maintenance of paved surfaces followed in fust class developments in the state of Washington and in compliance with all applicable governmental laws, rules, regulations, orders and ordinances. 4.2 Certain Maintenance Resyonsibilities. The maintenance and repair obligations shall include, but shall not be limited to, the following: (a) Paved Surfaces. Maintaining, cleaning and replacing all paved surfaces and curbs in a smooth and evenly covered condition; such work shall include, without limitation, sweeping, restriping, resealing and resurfacing. (b) Debris and Refuse. Periodic removal of all papers, debris, filth, refuse, ice and snow, including sweeping to the extent necessary to keep the Easement in a first-class, clean and orderly condition. All sweeping shall be at appropriate intervals during such times as shall not interfere with the conduct of business or use of the Easement. (c) Sign and Markers. Placing, cleaning, keeping in repair, replacing and repainting any appropriate directional signs or markers. (d) Lighting. Maintaining, cleaning and replacing lighting facilities, including lamps, ballasts and lenses. (e) Obstructions. Keeping the Easement free from any obstructions. (f) Sidewalks. Maintaining, cleaning and replacing of all sidewalks. Sidewalks shall be cleaned and swept at appropriate intervals during such time as shall not interfere with the conduct of business or use of the Easement. 5. Damage to Easement. In the event of any damage or destruction to the Easement, whether insured or uninsured, Costco shall restore, repair or rebuild the Easement with all due diligence as nearly as possible to at least as good a condition as it was in immediately prior to such damage or construction. All work shall be performed in a good and workmanlike manner and shall conform to and comply with: (i) the plans and specifications prepared and approved by Costco and Home Depot; (ii) all applicable requirements of laws, codes, regulations and rules; and HDICOSfCOIEASEMENT LPSEA1 K C01t1RN►HOMEDEP0t18S37JRN,RD2 3 April 1. 1996 04/11/96 13:38 FAX 206 2((?3 7107 LANE POWELL SPEA (iii) all applicable requirements of this Agreement. IJ 005/014 (iv) all such work shall be completed with due diligence, and at Costco's sole cost and expense. 6. Self -HAW. In the event that Costco fails to maintain the Easement, then Home Depot may, after thirty (30) days prior written notice to Costco specifying the nature of such failure, enter upon the Easement and perform the maintenance set forth in said notice, and Home Depot shall not be liable or responsible to Costco for any losses or damages sustained by Costco or anyone claiming by, through or under Costco, other than in connection with the negligence of Home Depot. The reasonable cost of such maintenance shall be paid to Home Depot by Costco within thirty (30) days of receiving an invoice therefor. In the event of an emergency, Home Depot may perform under this Paragraph without giving any prior notice to Costco; but shall attem t to 've s for oral or ritte notice i ea onable under the ci u ' stances. 7. Gieneral Provisions,. 7.1 Indemnification. Home Depot shall indemnify, defend and save Costco and Lessor harmless from and against any and all demands, liabilities, damages, expenses, causes of action, suits, claims and judgments, including reasonable attorneys' fees arising from injury or death to person or damage to property that occurs on the Easement as a result of any act, omission or use of the Easement by Home Depot, assignees of the Home Depot Property, or the invitees, licensees, concessionaires, agents or employees of any of them. Costco shall not Ike entitled to such indemnification for any damage caused to it by reason of the negligence, recklessness or willful misconduct of it, its licensees, concessionaires, agents, servants or employees, or any agents, servants or employees of such licensees or concessionaires where the same may occur. The indemnitee shall give the indemnitor notice of any suit or proceeding entitling the indemnitee to indemnification pursuant to this section, and the indemnitor shall defend the indemnitee in such suit or proceeding with counsel approved by the indemnitee. 7.2 Notices. All notices required or permitted by this Agreement shall be in.writing and shall be deemed given when (i) personally delivered or by facsimile (with hard copy to follow by U.S. Mail), (ii) deposited in the United States registered or certified mail, postage prepaid and return receipt requested, or (iii) deposited with a nationally recognized overnight delivery service such as Federal Express or Airborne, addressed to: Costco: Costco Wholesale Corporation 999 Lake Drive Issaquah, WA 98027 Attn: General Counsel Telephone: 20013-6114 Facsimile: 206-313-8105, HD/COSMO/EASEMENT LPSEA1 Kt1CG111RN1H0MEDEP0118537JRN,RD2 4 April 1. 1996 '04/11/96 13:38 FAX 206 223 7107 LANE POWELL SPEA_ Foster Pe , er & Shefelm ].111 Third Menu. !/3400 Se . the W Attn: E. Fluhrg :10 Teles one: 2068896 Facsimile: 206-447-9700 Home Depot: and to: and to: HOME DEPOT U.S.A., INC. AGC Center 9450 SW Commerce Circle, Suite 325 Wilsonville, OR 97070 Attn: Jim Lyon Telephone: 503-682-7592 Facsimile: 503-682-9857 HOME DEPOT, U.S.A., INC. 601 S. Placentia Fullerton, CA 92631 Attn: Daniel R. Hatch Telephone: 714-526-8558 Facsimile: 714-526-8593 LANE POWELL SPEARS LUBERSKY 1420 Fifth Avenue, Suite 4100 Seattle, WA 98101-2338 Attn: Jane Rakay Nelson Telephone: 206-223-6249 Facsimile: 206-223-7107 or to a party at any other address specified pursuant to this section. 10 006/014 7.3 Entire Agreement: Modifications. The terms of this Agreement constitute the entire agreement between the parties regarding the subject matter described herein. No modification to this Agreement shall be binding unless in writing and signed by the parties. 7.4 Severability. If any provision of this Agreement shall be held illegal or invalid by any court, this Agreement shall be construed and enforced as if such illegal or invalid provision had not been contained herein and this Agreement shall be deemed an agreement of the parties hereto to the full extent permitted by law. If any provision shall be declared invalid or unenforceable because of its breadth, scope or duration, such provision shall be deemed modified to the extent necessary to make it valid and enforceable and shall remain in full force and effect as so modified, or if not so modified, shall be severable from the rest of this Agreement. HD/COSIC0/EASEMENT LPSHAI Kr1CGIURMHOMEDEP01185371RN.RD2 5 April 1. 1996 04/11/96 13:39 FAX 206 221 7107 LANE POWELL SPEA 1J007/014 7.5 Successors. This Agreement is binding on and inures to the benefit of the parties and their successors and assigns. 7.6 Assignment. Neither party may assign any of its rights or delegate any of its duties pursuant to this Agreement without the prior written consent of the other party. 7.7 Waiver. The failure of either party at any time to require performance of any provision hereof by the other party shall not be deemed a waiver and thereafter shall not deprive that party of its full right to require such performance in the particular instance or at any other time. Any waiver must be in writing and signed by the waiving party. 7.8 Governine Law. This Agreement shall be governed by and construed in accordance with the laws of the State of Washington and venue shall be in King County, Washington. 7.9 Attorneys' Fees. In the event of any dispute, action or proceeding arising out of, relating to or otherwise affecting this Agreement, the prevailing party shall be reimbursed by the other party for all reasonable costs and expenses, including attorneys' fees, incurred by the prevailing party in connection therewith (whether suit or other proceeding is commenced or not, and at trial, on appeal, in administrative proceedings or in bankruptcy, including without limitation proceedings in bankruptcy with respect to relief from stay, allowance of a claim, confirmation of a plan of reorganization and similar matters). 7.10 Reasonableness. Whenever the consent or approval of a party is required under this Agreement, it shall be given in a timely manner and shall not be unreasonably withheld. 7.11 Indenendent Contractors. Nothing contained in this Agreement shall be construed or implied as creating a partnership, joint venture or similar relationship between the parties and the parties shall be deemed independent contractor of the other. Employees and agents of each party who perform the services pursuant to this Agreement shall not be construed to be employees of the other party, and neither party shall be responsible for the salaries or expenses of the other party except as provided in this Agreement. 7.12 ,Section Headings; Pronouns. Section headings are inserted for reference only. As required by the context, all pronouns shall be deemed to refer to and include masculine, feminine, neuter, singular and plural. 7.13 Counterparts. This agreement may be executed in two or more counterparts, each of which shall be deemed an original and all of which together shall constitute the same agreement, whether or not all parties execute each counterpart. 7.14 Survival of Terms. The terms, covenants, representations and warranties contained in this Agreement shall not merge with the conveyance documents, but shall continue and shall survive closing. HD/COMO/EASEMENT LPSEA1 K:`CG1VRN\H0MEDEPO118537JRN,RD2 6 April 1. 1996 04/11/96 13:39 FAX 206 C3 7107 LANE POWELL SPERM Q008/014 7.15 Successor. This Agreement shall inure to the benefit of and be binding upon the parties hereto, their heirs, personal representatives, successors and assigns, and upon any person acquiring the Home Depot Property or Costco Property, or any portion thereof, or any interest therein, whether by operation of law or otherwise. 7.16 Nfaults. In the event any party fails to perform any provision of this Agreement, which failure continues for a period of thirty (30) days after receipt of written notice specifying the particulars of such failure, such failure shall constitute a default and any other party may thereafter institute legal action against the defaulting party for specific performance, declaratory or injunctive relief, monetary damages or any other remedy provided by law; provided, however, that the defaulting party shall not be deemed to be in default if such failure to perform cannot be rectified within said thirty (30) day period and such party is diligently proceeding to rectify the particulars of such failure. The foregoing shall be in addition to any other remedies expressly provided for in this Agreement. It is expressly agreed that no breach of or default under this Agreement shall entitled party hereto to terminate this Agreement, but such limitation shall not affect in any manner any other rights or remedies which such party may have hereunder or by reason of any breach of or default under this Agreement or at law or inequity. Anything in this Agreement to the contrary notwithstanding, no breach of his Agreement shall defeat or render invalid the lien of any mortgage or deed of trust made in good faith for value, but this Agreement shall be binding upon, and be effective against, any party thereto whose title is acquired by foreclosure, trustee's sale or otherwise. Any payments required hereunder which are not paid when due shall bear interest at the rate of 12% per annum. 7.17 Easements. Each term, covenant, condition and agreement contained herein respecting the Home Depot Property and Costco Property shall be a burden on that parcel, shall be appurtenant to and for the benefit of the other parcels and each part thereof and shall run with the land. 7 HD/COSTCO/EASEMENT LPSEAI K:1CO1VRNIHOMEDEP011115371RN.RD2 COSTCO WHOLESALE CORPORATION By: Name: Its: HOME DEPOT U.S.A., INC. By: Name: Its: April 1. 1996 04/11/96 13:40 FAX 206 223 7107 Consent by Lessor:, LANE POWELL SPEA The undersigned, Lessor, executes this aereement for the purpose of acknowledging nd aconsenting to the easement granted herein for the term set forth hherein, without liabilit for or a eein • to s erform an of the to • s and conditions hereof. PAUL and ELEANOR SADE 1985 TRUST 10009/014 By: Name: Paul Sade Its: Co Trustee By: Name: Eleanor Sade Its: Co Trustee Consent and Subordination by Lender: The undersigne_d. Prudential Insurance Company of America, is (1) the, "mortgagee" under the Mort • a • e dated March 14 1980 and recorded at Kin • Count Auditor's File No. 8003240538, (2 the "lender" under the Conditional Assi ' ment of Rentals dated March 14, 1980 and recorded at King County Auditor's Fils X8003240534, (3) "Prudential" under the Assignment of Lease dated March 17, 1980 and recorded at King County Auditor's File No. 8003240541. The foregoing documents shall be collectively referred to as the "Loan Documents." The undersigned executes this agreement for the purpose of consenting to the easement granted herein without liabilit fir or a • eein • to perform, any of the terms and conditions hereof. Furthermore, the undersi • ed a • rees that the Loan Documents and all of the undersigned's interests in the Costco Property are subordinate to the Easement, as if the Easement was recorded prior to the Loan Documents. u HD/COS1CO/EASEMENT LPSE41 K:\COIURN‘HOMEDEP0118537JRN.RD2 8 THE PRUDENTIAL COMPANY OF AMERICA B Its April 1. 1996 '04/11/96 13:40 FAX 208 223 7107 • LANE POWELL SPEA.. STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) On this day of _, 1996, before me personally appeared , to me known to be the IOJ 010/014 of Costco Wholesale Corporation, that executed the foregoing instrument and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. HD/COSTCO/EASEMENT I,PSeAI K:1C011JRN\H0MEDEP0118537JRN.RD2 (Notary Sisnmu l [Type or Print Nome of Nwryj NOTARY PUBLIC for the State of Washington, residing at My appointment expires: April 1, 1996 '04/11/96 13:40 FAX 208 223 7107 STATE OF WASHINGTON ) ) ss LANE POWELL SPEA---.. 10011/014 COUNTX OF KING ) On this day of , 1996. before me oersonallv.aanearg . to me known to bk the of The Prudential Insurance Company of America. thatzrecuted the foreeoinvinstrument kn t e a ...I 1 I 1 corporation,. for Je uses and nureoses therein mentioned. and on oathstslted that he waj authori to execute said instrument. HD/COSTCO/EASEMENT LPSEAI Kc\CGIURN\HOMEDEp01185373RN,RD2 tNe�xs�tw�l rnDC or Trim Nares. oI NGwaM PUBLIC for the WWs„ hingtontrelidit at My appointment expires: 10 April 1, 1996 04/11/96 13:41 FAX 206 9!'3 7107 STATE OF CALIFORNIA COUNTY OF ORANGE On this ) ss. LANE POWELL SPE() Z012/014 day of , 1996, before me personally appeared of Home Depot U.S.A., Inc., instrument to be the free and purposes therein mentioned, instrument. , to me known to be the that executed the foregoing instrument and acknowledged said voluntary act and deed of said corporation, for the uses and and on oath stated that he was authorized to execute said v HD/COSTCO/EASEMENT LPSEA1 K:\CGIURNIHOMEDEPO%16537JRN.RD2 (Noary Signature] (Typo or Print Nam of Noory] NOTARY PUBLIC for the State of California, residing at My appointment expires: 11 April 1, 1996 04/11/96 13:41 FAX 206 ')3 7107 STATE OF ) ss. COUNTY OF LANE POWELL SPEP/— .. Z013/014 I certify that I know or have satisfactory evidence that PAUL SADE and ELEANOR SADE, trustees of the PAUL and ELEANOR SADE 1985 TRUST are the persons who appeared before me, and said persons acknowledged that they signed this instrument as their free and voluntary act for the uses and purposes mentioned in this instrument. DATED: (Notary Signature] IHD/COSTCOIEASEMENT LPSEAI Ks1CGlVRNNHOMEDEPO\18S37JRN,RD2 (Typo or Print Nome of Notary] NOTARY PUBLIC for the State of , residing at My appointment expires: 12 April 1, 1996 04/11/96 13:41 FAX 206 2.3 7107 LANE POWELL SPEA EXHIBITS 13 1®014/014 HD/COSI'CO/EASEMENT LPSEAI K:\CGIURN1HOMEDEP01185371RN.RD2 April 1. 1996 t•'tlK�ifiN,»r'!�,•:�;;hS:Si:i{"f:- ., :i?: l`V.h��»:,.f:: �'! T.iv ise`, .(:Sri.:;in. ia: ut'L' k ,'.7F :a:&5:1f,:.1Y vsawrr..,-.s:.a�vwem.a:...vx.x.....n^:Mv��r:vtitsatir �.c• w. r- DE fAi.H TO L'SPLAY CERTIFICATE—), DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED EREONIS REGISTERED AS PROVIDED BY LAW AS A 'i•.i:.•,•-.,P}*,•......31 d.it:• N- :y'P hV tl.1'.r.y i 1 f.4 •4.. `'f die.% - i 1 , e;fYt.,,,. ait.'.:.el r, w.w .i.,:It ;n `:.: 1,0114i"."t�:`tiSd cin. .sk�.� 1 , .. •N. , _ I STATE OF WASHINGTON "y • F825-052.000(3-92) %///%/l//%/l//,'/:l//%l/l/%//%l////% % %/l//l/I//%l/%%/l%%I%%III.%%'%//!l/.i/.%%//•'l/,'/://:,:'/,'/%///."."/'/%/%//l%//////://,'/.'/,".'.'/.'i'//i ,////.,;�/.� L DETACH TO DISPLAY CERTIFICATE -2 City of Tukwila, Washington BUSONSS 767-3810 Contract Construction TELEPHONE NATURE OF BUSINESS LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDI- NANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. Ferguson Construction 7433 5TH AVE S SEATTLE WA 98108-0867 . EXPIRATION DATE 12-31-96 DATE ISSUED 01/25/96 LICENSE NUMBER 96-748 FEE $100.00 SALES TAX CODE NO.1729 CITY CLERK This license is to be displayed conspicuously at the location of business and is not transferable or assignable. RECEIVED CITY OF TUKWILA DEC 1 21996 PERMIT CENTER OUR JOB NO. 5552 OCTOBER 7, 1996 Prepared By: /0!G ( EXPIRES 9'--23 BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251-6222 RECEIVED OCT 1 1 1996 TUKWILA PUBLIC WORKS CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Mict-o0a4 1.0 GENERAL INFORMATION The proposed project lies in a portion of Sections 35 and 36, Township 23 North, Range 4 East, Willamette Meridian, King County, Washington. The project is bounded to the west by an industrial lot owned by Boeing Corporation, to the north by Saxon Drive, to the east by the Green River, and to the south by an existing Home Depot store. The site is rectangular in shape and approximately 4.27 acres in size and is currently undeveloped and contains light grasses and a few existing trees near Saxon Drive. The existing topography of the site slopes slightly to the north and to the northwest, ranging in elevation from approximately 24 to 21. An existing dike along the east property line retains the tidal fluctuation of the Green River, which rises up to elevation 23.5 under the ordinary high water elevation and a 100 - year base flood elevation of 26.4. The top of this dike has an approximate elevation of 31 feet. The proposed project consists of the development of one new regional optical lab for the existing Price - Costco store across Saxon Drive, along with associated parking, landscape improvements, storm drainage improvements, and other utility extensions. 2.0 ON-SITE STORM DRAINAGE SYSTEM The on-site storm drainage system will consist of catch basins and underground storm drainage pipe designed to collect surface water runoff from the pavement area. The underground conveyance system will convey the surface runoff from the project into the proposed biofiltration swale. The water then outfalls into an underground conveyance system that connects to the existing underground drainage system on the Home Depot site. Drainage calculations for the Home Depot site included the drainage from the proposed lot for the Price -Costco Regional Optical Lab and were sized accordingly. There are no detention requirements for this project as the drainage, upon leaving the existing Home Depot site, outfalls nearby into the Green River. 3.0 DOWNSTREAM DRAINAGE CONSIDERATIONS Existing conditions direct the on-site drainage into facilities located within Saxon Drive. With the development of this site, all drainage will convey into the existing Home Depot system as it was originally intended. As mentioned before, the existing system located within the Home Depot site was sized to accommodate the flow from our proposed location and, therefore, will have no adverse impact to the off-site storm drainage system. 5552.007 [BS/sm] BIOFILTRATION SWALE CALCULATIONS 5552M07 [BS/sm] 21,6( Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: PRICE COSTCO LAB Comment: GRASS LINED SWALE CALCS Solve For Depth Given Input Data: Bottom Width 5.00 ft Left Side Slope3.00:1 (H:V) Right Side Slope3.00:1 (H:V) Manning's n 0.030 Channel Slope0.0050 ft/ft Discharge - 2.14 cfs Computed Results: Depth 0.27 ft Velocity 1.34 fps Flow Area 1.60 sf Flow Top Width6.64 ft Wetted Perimeter6.73 ft Critical Depth0.17 ft Critical Slope0.0246 ft/ft Froude Number0.48 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: PRICE COSTCO LAB Comment: GRASS LINED SWALE CALCS Solve For Depth Given Input Data: Bottom Width 5.00 ft Left Side Slope3.00:1 (H:V) Right Side Slope3.00:1 (H:V) Manning's n 0.030 Channel Slope0.0050 ft/ft Discharge 4.94 cfs Computed Results: Depth 0.44 ft Velocity 1.77 fps Flow Area 2.79 sf Flow Top Width7.65 ft Wetted Perimeter7.79 ft Critical Depth0.29 ft Critical Slope0.0211 ft/ft Froude Number0.52 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 /oo ye. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: PRICE COSTCO LAB Comment: GRASS LINED SWALE CALCS Solve For Depth Given Input Data: Bottom Width 5.00 ft Left Side Slope3.00:1 (H:V) Right Side Slope3.00:1 (H:V) Manning's n 0.030 Channel Slope0.0050 ft/ft Discharge 6.04 cfs Computed Results: Depth 0.49 ft Velocity 1.88 fps Flow Area 3.21 sf Flow Top Width7.97 ft Wetted Perimeter8.13 ft Critical Depth0.33 ft Critical Slope0.0204 ft/ft Froude Number0.52 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CONVEYANCE CALCULATIONS 5552.007 [BS/sm] • JOB NAME: JOBS: FILES: PRICE COSTCO, TUKWILA 5552 5552 -CON A= Contributing Area (Ac) C= Runoff Coefficient To= lime of Concentration (min) Intensity at Tc (in/hr) d = Diameter of Pipe (in) L= Length of Pipe (ft) D = Water Depth at Qd (in) FROM TO A s CBI CB2 0.34 C82 CB3 0.43 CB3 CB4 0.34 C84 CB5 0.04 CB5 CB6 0.95 CB6 CBI 0.12 CB7 CB8 CB9 CB1 0 CBI 1 CBS C89 •CB10 CB11 C812 0.34 0.62 0.10 0.11 0.54 CB12 SWALE 0.10 ROOF CB11 0.45 SWALE CB13 0.00 C813 EX MH 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 5552-CON.XLS BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 2 YEAR STORM INOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING Qd = Design Flow (cis) Of= Full Capacity Flow (cis) Vd= Velocity at Design Flow (fps) Vf = Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) L 108 116 91 169 103 117 117 146 72 84 77 0.50 13 4.10 58 0.50 74 0.50 20 DEFAULTS d Tc n C 8 12 12 12 15 15 12 12 12 15 15 -- -- - - -- ---- 10.0 11.1 12.2 12.9 14.3 15.0 10.0 11.3 12.6 13.2 13.9 0.012 0.8 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 15 14.1 0.012 8 10.0 0.012 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 15 14.1 0.012 0.8 15 14.4 0.012 0.8 C= d= 0.8 12 n= Tc = 0.012 10 COEFFICIENTS FOR THE RATIONAL METHOD "Ir" -EQUATION SUM A _ _ _ _ 0.34 0.77 1.11 1.15 2.1 2.22 0.34 0.86 0.96 1.07 1.61 3.93 0.45 3.93 3.93 STORM Ar Br 2YR 1.58 0.58 10YR 2.44 0.64 25YR 2.66 0.65 50YR 2.75 0.65 100YR 2.61 0.63 A•C _ _ _ 0.27 0.34 0.27 0.03 0.76 0.10 0.27 0.42 0.08 0.09 0.43 0.08 0.36 0.00 0.00 SUM A•C I 0.27 0.83 0.62 0.78 0.89 0.74 0.92 0.72 1.68 0.68 1.78 0.66 0.27 0.69 0.77 0.86 1.29 0.83 0.77 0.73. 0.71 0.69 PRECIP= 2 Ar= 1.58 Br= 0.58 Qd Qf QdIQf 0.23 0.59 0.386 0.48 1.73 0.279 0.66 1.73 0.382 0.66 1.73 0.382 1.14 3.13 0.363 1.17 3.13 0.373 0.23 0.53 0.56 0.61 0.89 1.73 1.73 1.73 3.13 3.13 0.131 0.309 0.324 0.194 0.283 D Vf Vd 3.45 4.34 5.13 5.14 6.24 6.33 2.94 4.55 4.70 4.43 5.47 1.68 2.20 2.20 2.20 2.55 2.55 2.20 2.20 2.20 2.55 2.55 1.57 1.89 2.05 2.05 2.35 2.36 1.51 1.93 1.97 1.96 2.20 3.14 0.68 2.14 4.95 0.433 6.92 4.03 3.92 0.36 0.83 0.30 2.65 0.113 1.82 7.60 4.99 3.14 0.68 2.14 4.95 0.433 6.92 4.03 3.92 3.14 0.67 2.11 4.95 0.427 6.88 4.03 3.91 Page 1 • Tt _ _ _ • • • • • 1.15 . 1.03 : 0.74 : 1.37 : 0.73 : 0.82 : 1.30 . 1.26 : 0.61 0.71 0.58 : 0.06 . 0.19 . 0.31• 0.09 • • • • JOB NAME: JOB,: FILE,: PRICE COSTCO. TUKWILA 5552 5552•CON A= Contributing Area (Ac) C= Runoff Coefficient Tc = Time of Concentration (min) I= Intensity at To lin/hr) d a Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) FROM TO A s C81 CB2 0.34 0.20 C82 CB3 0.43 0.20 CB3 CB4 0.34 0.20 CB4 CB5 0.04 0.20 CB5 C86 0.95 0.20 C66 CBI 0.12 0.20 CB7 CB8 CB9 CB1 0 CB11 C88 C89 CB1 0 CB11 C812 0.34 0.52 0.10 0.11 0.54 CB12 SWALE 0.10 ROOF C811 0.45 SWALE C813 0.00 CB13 EX MH 0.00 0.20 0.20 0.20 0.20 0.20 • 5552 -con BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 25 YEAR STORM NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING Qd= Design Flow (cfs) Of = Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf = Velocity at Full Flow (fps) s = Slope of pipe (16) n= Manning Roughness Coefficient Tt= Travel Time et Vd (min) t. ____ 108 116 91 169 103 117 117 146 72 84 77 0.50 13 4.10 58 0.25 74 0.25 20 d Tc n 8 12 12 12 15 15 12 12 12 15 15 10.0 10.9 11.8 12.4 13.5 14.1 10.0 11.0 12.0 12.5 13.1 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 15 14.1 0.012 8 10.0 0.012 DEFAULTS C ____ 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 15 23.4 0.012 0.8 15 23.8 0.012 0.8 C= d= 0.8 12 n= To = 0.012 10 COEFFICIENTS FOR THE RATIONAL METHOD "Ir" -EQUATION SUM A 0.34 0.77 1.11 1.15 2.1 2.22 0.34 0.86 0.96 1.07 1.61 3.93 0.45 3.93 3.93 STORM Ar Br • 2YR 1.58 0.58 10YR 2.44 0.64 25YR 2.66 0.65 50YR 2.75 0.65 100YR 2.61 0.63 A•C 0.27 0.34 0.27 0.03 0.76 0.10 0.27 0.42 0.08 0.09 0.43 0.08 0.36 0.00 0.00 SUM A•C 1 PRECIP= 3.3 Ar= 2.66 Br= 0.65 0.27 0.62 0.89 0.92 1.68 1.78 0.27 0.69 0.77 0.86 1.29 1.97 1.85 1.77 1.71 1.62 1.57 1.97 1.85 1.74 1.70 1.65 Qd 0.53 1.14 1.57 1.57 2.71 2.79 Qf QdIQf D Vf Vd 0.53 1.27 1.34 1.45 2.13 __ ____ ____ ____ ____ 0.59 0.913 5.96 1.68 1.90 1.73 0.661 7.14 2.20 2.35 1.73 0.910 8.92 2.20 2.48 1.73 0.912 8.93 2.20 2.48 3.13 0.868 10.78 2.55 2.87 3.13 0.892 10.99 2.55 2.88 1.73 1.73 1.73 3.13 3.13 0.310 0.736 0.776 0.465 0.680 4.56 7.65 7.93 7.20 9.05 2.20 2.20 2.20 2.55 2.55 1.93 2.41 2.43 2.53 2.74 3.14 1.57 4.94 4.95 0.999 12.23 4.03 4.56 0.36 1.97 0.71 2.65 0.267 2.83 7.60 6.43 3.14 1.13 3.56 3.50 1.016 12.53 2.85 3.22 3.14 1.12 3.52 3.50 1.006 12.32 2.85 3.22 Page 1 • • • • • • • • • • • • • • • Tt 0.95 : 0.82 : 0.61 . 1.13 : 0.60 . 0.68 : 1.01 . 1.01 . 0.49 : 0.55 : 0.47 : 0.05 : 0.15 ; 0.38 . 0.10 : •r 1 ) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2 -YEAR 24-HOUR ISOPLUVIALS i 41111 ni; 2 -YEAR 24-HOUR PRECIPITATION ,,, 3.4 "'' ISOPLUVIALS TOTAL PRECIPITATION IN INCHES ti �i`1� I��'r igi,/ '10' MIiv• wititalia,,.Viillirr_. 1: 300,000 N 3.5.1-8 1/90 KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E t Il ai 2.3 2.4 ?.g ?.g 2.7 2.8 29 3.0 10 -YEAR 24-HOUR ISOPLUVIALS • • 32 • • I= k. • f 110 -YEAR 24-HOUR PRECIPITATION 3.4 " ISOPLUVIALS OF 10 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 IS MIia 1: 300,000 3• et, • a 3.5.1-10 c 4.0 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1F 25 -YEAR 24-HOUR ISOPLUVIALS 2i 449 4e9 3p 31 33 3S 4 to:4w I „IL, uw ttenn aori! gw,w�"v14�*r►/7r' 5 -YEAR 24-HOUR PRECIPITATION ISOPLUVIALS OF 25 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 8 Millis 1: 300,000 3.5.1-11 ss S0 4S 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1G 50 -YEAR 24-HOUR ISOPLUVIALS 150 -YEAR 24-HOUR PRECIPITATION 3.4 ^ ISOPLUVIALS OF 50 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 Et, Nines 1: 300,000 Sew ge 0 r • Disp.sal (dr) It et Os Driver eater • Af;Et ArnC AmC • • ArC ; r.� AmC, • • • • EXPIRES r..Z3-77 1 &HAV, RECEIVED OCT 1 0 1996 TUKWILA PUBLIC WORKS OUR JOB NO. 5552 AUGUST 6, 1996 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251-6222 eE-v. /a- 9-X RECEIVED CITY OF TUKWILA OCT 1 0 1996 PERMIT CENTER 4' CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Goir t$bQOZ '/ VICINITY MAP NO SCALE c seer. oe 5-55Z l 8- 6 - 96 A.D. S. /?'/CC Cosrta CA7.94 LAd SCO/iyc"r 77eA.9 4DESATA/ CAtCe/LApron/S: Ski%/�/E7�/T S%?J/PA6c- t/ot~( .ex.r x cs x cVK PR R= 2.22 (P2)2.z a = 2, o (s FC 2 _ /o. ZO z%/I- zy�te pC = a./S (Ue8..,-A' So/LJ 15= O./3 L = 4/75- 5 /7ss= o.s% CV= /.0 /3 /SUP[ eit//IJL NAf) — v1E AcoeiPwcco) -• Xis cr _ /o.2o (O. /s) (o, /3)('. o)<i. 3) = 4,258 7a./s/,,c., y.2' AcAe5 i/o 70,4 YSe-0 = Z 5-eV/Rif W. City = o.26 /. /d 22.0 C /_•'co 'a AVG. ,4I'CW = 71("5- 1) SA' 20 f0 , l (otfr//)/ 27 = 776 c P6'a v/,24rn o, • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 2 -YEAR 24-HOUR PRECIPITATION 0. 3.4'x"' ISOPLUVIALS OF 2 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 4 Mlles 1: 300,000 ki IAN" `1. 35 3.5.1-8 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL o To complete the design of the temporary sediment trap: a. The "Pond Geometry Equations" section in the "Reference" portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length Is defined as the average distance from the inlet to the outlet of the trap. This ratio is included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. c. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth:and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the required settling volume. (see Figure 5.4.4C) TABLE 5.4.4A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL GROUP HYDROLOGIC GROUP* SOIL EROD• IBIUTY FACTOR,'K' SOIL GROUP HYDROLOGIC GROUP* SOIL EROD- IBILITY FACTOR,'K' Alderwood C . 0.15 Orcas Peat D 0.00 Arents, Alderwood , C 0.15 Oridia 0 0.49 Arents, Everett B 0.17 Oval! C 0.17 Beauslte C 0.15 Pilchuck C 0.10 Bellingham 0 0.32 Puget D 0.28 Brlscot D 0.32 Puyallup B 0.28 Buckley 0 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton D 0.43 Earimont Silt Loam D 0.37 Riverwash Variable - Edgewick C 0.32 Salal C 0.37 Everett A 0.17 Sammamish 0 0.37 Indianola A 0.15 Seattle 0.00 Kitsap C 0.32 Shacar Ili0.00 Klaus C 0.17 SI Silt C 0.37 Mixed Alluvial Land Variable 0.10 Snohomish D 0.32 Neflton A 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila D 0.00 Nooksack C 0.37 '+Urban Variable - Norm. Sandy Loam D 0.24 Woodinville D 0.37 • HYDROLOGIC SOIL GROUP CLASSIFICATIONS • A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well•to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runotf potential). Soils having moderate Infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. Those soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water. or soils with moderately lino to tine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Solis having very slow Infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a •• hardpan or clay layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. From SCS, TR -55, Second Edition, Juno 1986, Exhibit A•1. Revisions mado from SCS, Soils Interpretation Record, Form #5, September 1988. 5.4.4.1-3 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 5.4.4C SEDIMENT TRAP SIZE AND DIMENSIONS .... .... ... ... .. . . Descriptions As'3 h ptlons' Vsed = Sediment storage volume between the interface and bottom areas Vtotat =Volume of sediment trap between the top and bottom areas Ab, Al = area of the bottom (b) and lop (1) of the Trap Ai = area of the interface (i) between the settling zone and sediment storage Lb, Li, LI = Average length from inlet to outlet al the bottom, interface, and top elevations Wb, Wi, Wt = Width of the bottom, interface, and lop areas L / W al interface (unilless) Side slopes along length, H /1 (unilless)= Side slopes along width, H / W (unitiess)= Depth from interface to bottom (ft) Depth from top to interface (ft) _ Total Depth (ft) = 3 0.33 0.33 1.5 2 3.5 0 0 Volumes: (R"3 ><Areas: (ft"2) Width and Lengttii'(ft); • .Vsed I:Vtotal. 0 243 819* 300 924: 3631,0351 432 1,1521 507 1,2751 588 1,404=_ 675 1,539 768 1.680r 162 221 288 365 450 545 648 761 882 1,013 1,152 1,301 1,458 1,625 1,800 1,985 2,178 2,381 2,592 2,813 3,042 3,281 3,528 3,785 4,050 4,325 4,608 4,901 5202 5,513 5,832 1,176 1,397 1,638 1,901 2,184 2,489 2.814 3,161 3,528 3,9,7 4,326 4,757 5,208 5,681 6.174 6,689 7,224 7.781 8,358 8,957 9,576 10,217 10,878 11,561 12,264 12,989 13.734 14,501 15,288 16,097 16,926 21 48 81 120 165 216 273 336 405 480 561 648 741 840 945 1,056 1,173 1,296 1,425 1,560 1,701 1,848 2,001 2,160 2,325 2,496 2,673 2,856 3,045 3.240 WbliAldWII 1 W.1:It 867 972 1,083 1,200 1,323 1,452 1,587 1,728 1,875 2,028 2,187 2,352 2,523 2,700 2,883 3,072 3,267 3,468 3,675 3,888 4,107 4,332 4,563 1,827 1,980 2,139 2,304 2,475 2,652 2,835 3,024 3,219 3,420 3,627 3,840 4,059 4,284 4,515 4,752 4,995 5,244 5,499 5,760 6,027 6,300 6,579 0 18 9 27 21 39 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 21 10 24 11 27 12 30 13 33 14 36 15 39 16 42 45 48 51 54 57 60 63 66 69 72 75 78 81 84 87 90 93 96 99 102 105 108 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 30 33 36 39 42 45 48 5, 54 57 60 63 66 69 72 75 78 81 84 87 90 93 96 99 102 105 108 111 114 117 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 5, 42 45 48 51 54 57 60 63 66 69 72 75 78 81 84 87 90 93 96 99 102 105 108 111 114 117 120 123 126 129 5.4.4.2 SEDIMENT POND Purpose Volumes (ft"..3 Vsed � Metal Areas (11"2) Widtt► arid.....tis `Ab I ; Al ,I,,,At Wb! 5,832 6,161 6,498 6,845 7,200 7,565 7,938 8,321 8,712 9,113 9,522 10,368 11,250 12,168 13,122 14,112 15,138 16,200 17,298 18,432 19,602 20,808 22,050 23,328 24,642 25,992 27,378 28,800 30,258 31,752 33,282 16,9261 17,7771 18,6481 20.454• 21,389i 22,344) 23,3211 24,3181 25,3371 26,3761 28,5181 30,7441 33,054) 35,448j 37,926' 40,488 43,134 45,864 48,678 51,576 54,558 57,624 60,7741 64,008 67,326 70,7281 74,214! 77,7841 81,438! 85,1761 3,240 3,441 3.648 3,861 4,080 4,305 4,536 4,773 5,016 5,265 5,520 6,048 6,600 7,176 7,776 8,400 9,048 9.720 10,416 11,136 11,880 12,648 13,440 14,256 15,096 15,960 16,848 17,760 18,696 19,656 20,640 4,563 4,800 5,043 5,292 5,547 5,808 6,075 6,348 6,627 6,912 7.203 7,803 8,427 9,075 9,747 10,443 11,163 11,907 12,675 13,467 14,283 15,123 15,987 16,875 17,787 18,723 19,683 20,667 21,675 22,707 23,763 6,579] 6,8611 7,155 7,452 7,755: 8,0641 8,379: 8,7001 9,0271 9,360] 9,6991 10,3951 11,1151 11,8591 12,627 13,419 14,235 15,075 15,9391 16,8271 17,739 18,675 19,635 20,619 21,627 22,65 70 23,7 72 24,7951 74 25,899' 76 27,027 78 28,179! 80 30 31 32 33 34 35 36 37 38 39 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 108 111 114 117 120 123 126 129 132 135 138 144 150 156 162 168 174 180 186 192 198 204 210 216 222 228 234 240 246 252 258 39 40 41 42 43 44 45 46 47 48 49 51 53 55 57 59 61 63 65 67 69 71 73 75 77 79 81 83 85 87 89 117 120 123 126 129 132 135 138 141 114 147 153 159 165 171 177 183 169 195 201 207 213 219 225 231 237 243 249 255 261 51 52 53 54 55 56 57 58 59 60 61 63 65 67 69 7, 73 75 77 79 81 83 85 87 89 91 93 95 97 99 267 101 129 132 135 138 141 144 147 150 153 156 159 165 171 177 183 189 195 201 207 213 219 225 231 237 243 249 255 261 267 273 279 To collect and store sediment from sites cleared and/or graded during construction prior to establishment of permanent vegetation and/or construction of permanent drainage facilities. It is usually a temporary measure with a design life less than 1 year; however, it may be a more permanent facility, especially if required to provide runoff quality control until the site area is permanently stabilized. Conditions Where Practice Applies Where the tributary drainage area is 10 acres or Tess. 5.4.4.2-1 11/92 PROJECT MANUAL PRICECOSTCO REGIONAL OPTICAL FACILITY 11:,0 Saxon Drive Tukwilla, Washington 98188 MP # 95-074 Submitted for Bid September 27, 1996 PRICECOSTCO, INC. 999 LAKE DRIVE ISSAQUAH, WASHINGTON 98027 C11`IOR��ED APP DEC 1 1 1996 BUILDING DIVISIQ REcEivE°°" ° 4 199 MULVFIflflY PtRTflERSHIPRECEIVE ,6C ARCHITECTS P.S. ROBERT FOSSATTI ASSC 11820 Northup Way, Ste E-300, Bellevue, WA 98005 (206) 822-0444 FAX (206) 822-4129 RECEIVED CITY OF TUKWILA PPE qb en); 9616- ooq SEP 2 7 1996 PERMIT CENTER PROJECT MANUAL PRICECOSTCO INC. REGIONAL OPTICAL FACILITY 1160 Saxon Drive Tukwilla, Washington 98188 OWNER: PRICECOSTCO, INC. 999 LAKE DRIVE ISSAQUAH, WASHINGTON 98027 MP # 95-074 Submitted for Bid September 27, 1996 MULVANNY PARTNERSHIP Architect BARGHAUSEN CONSULTING ENGINEERS Civil Engineers WEISMAN DESIGN GROUP Landscape Architect ENGINEERS NORTHWEST Structural Engineer (206) 822-0444 FAX (206) 822-4129 (206) 251-6222 FAX (206) 251-8782 (206) 322-1732 FAX (206) 322-1799 T.E. INC. Mechanical & Electrical Engineers T.V.A. Fire Protection Consultant TRANE INC. Energy Management (206) 525-7560 FAX (206) 522-6698 (206) 241-2012 FAX (206) 241-3101 (619) 576-6466 FAX (619) 576-6465 (206) 643-4310 FAX (206) 643-4314 This particular project is not allowed to be a part of any sub -contractor Bid Depository of any kind, for any reason. 13y Architect of Record 8084 REGISTERED ARCHITECT ‘ITC C. SMITH ,.§:\TATE OF WASHINGTON RECEIVED CITY OF TUKWIIA SEP 2 7 1996 PERMIT CENTER Section No. Title TABLE OF CONTENTS Number of Pages BIDDING REQUIREMENTS Section 00020 Invitation to Bid 2 Section 00100 Instructions to Bidders 4 Section 00350 Form of Bid Proposal 5 Section 00360 Pre -Engineered Metal Building Bid Proposal 3 CONTRACTING REQUIREMENTS Section 00400 General Conditions 1 Section 00500 Supplementary Conditions 6 Section 00800 Special Conditions 3 DIVISION 1 GENERAL REQUIREMENTS Section 01010 Summary Of Work 5 Section 01027 Applications for Payment 7 Section 01090 Reference Standards 1 Section 01300 Submittals 4 Section 01400 Inspections And Tests 3 Section 01500 Temporary Construction Facilities 2 Section 01700 Miscellaneous Project Requirements 6 DIVISION 2 SITEWORK Section 02100 Site Clearing 4 Section 02200 Earthwork 6 Section 02500 Paving and Surfacing 7 Section 02580 Pavement Marking 3 Section 02660 Water System 4 Section 02720 Site Drainage 5 Section 02730 Sanitary Sewage System 3 Section 02810 Irrigation System 15 Section 02900 Landscape Planting 13 DIVISION 3 CONCRETE Section 03100 Concrete Formwork 4 Section 03200 Concrete Reinforcement 2 Section 03300 Cast -in -Place Concrete 16 DIVISION 4 MASONRY Section 04100 Mortar 3 Section 04200 Unit Masonry 10 DIVISION 5 METALS Section 05100 Structural Steel Framing 6 Section 05300 Steel Decking 3 Section 05420 Light Gauge Metal Framing 2 Section 05500 Metal Fabrications 3 DIVISION 6 WOOD & PLASTICS Section 06200 Finish Carpentry 4 PRICECOSTCO, INC. 1141 Saxon Drive M. P. N 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 TABLE OF CONTENTS Page 2 Section No. Title Number of Pages DIVISION 7 THERMAL AND MOISTURE PROTECTION Section 07150 Dampproofing 3 Section 07180 Water Repellents 7 Section 07200 Building Insulation 5 Section 07600 Flashing and Sheet Metal 3 Section 07700 Roof Accessories 5 Section 07900 Sealants 5 DIVISION 8 DOORS & WINDOWS Section 08100 Metal Doors and Frames 2 Section 08200 Wood and Plastic Doors 2 Section 08300 Special Doors 2 Section 08400 Aluminum Storefronts and Entrances 5 Section 08700 Hardware 7 Section 08800 Glass and Glazing 3 DIVISION 9 FINISHES Section 09120 Ceiling Suspension Systems 3 Section 09250 Gypsum Wallboard 4 Section 09300 Ceramic Tile 7 Section 09500 Acoustic Treatment 2 Section 09650 Resilient Flooring 3 Section 09680 Carpeting 4 Section 09900 Painting 14 DIVISION 10 SPECIALTIES Section 10100 Compartments 2 Section 10800 Toilet Accessories 2 Section 10950 Miscellaneous Specialties 1 DIVISION 11 EQUIPMENT Section 11160 Dock Equipment 4 DIVISION 13 SPECIAL CONSTRUCTION Section 13120 Pre -Engineered Metal Building 10 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00020 INVITATION TO BID PROJECT ARCHITECT: Mulvanny Partnership 11820 Northup Way, Ste E-300 Bellevue, Washington 98005 PROJECT: PRICECOSTCO, INC. Regional Optical Facility 1160 Saxon Drive Tukwila, Washington 98188 MP # 95-074 INVITATION TO BID 1. NOTICE TO GENERAL CONTRACTORS: Sealed bids will be received by PriceCostco at the Project Architect's office until 2:00 p.m. P.S.T. on October 29, 1996. The Bid Breakdown form will be received by PriceCostco at the Project Architect's office until noon the day after the bids are due. Proposals received after the time and date stated above will not receive consideration. 2. NOTICE TO METAL BUILDING SUPPLIERS: Sealed bids will be received by PriceCostco at the project architects office until 2:00 p.m. P.S.T. October 25, 1996. Proposals received after the time and date stated above will not receive consideration. Bids may be received by fax, if the national account representative is available by telephone to answer questions. 3. DESCRIPTION OF THE WORK: The project involves approximately 34,544 square feet of new building on one level. Building has concrete masonry and pre-engineered metal walls, metal roof system and concrete slab on grade. 4. GENERAL CONTRACTOR BID LIST: The following contractors have been selected to bid this project: 5. PRE -SELECTED SUB -CONTRACTOR BID LIST: The following sub -contractors have been selected to bid this project. No other bidders from these trades will be accepted. Whatever each sub- contractors bid is, it must be the same to all general contractors. If it is not the same, that particular sub -contractor may be disqualified, by the Owner, on future projects. A. Metal Building/Roof System: SPAN CONSTRUCTION & ENGINEERING, INC. 1841 Howard Road Madera, CA 93637 (209) 661-1111 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00020 Page 2 INVITATION TO BID FAX (209) 673-0600 B. Dock Equipment CASCADE COMMERCIAL CO. (CASCO) 3641 Second Ave. S. Seattle, WA 98134 (206) 682-1218 Attn: David Salman 6. BID OPENING: Bids will be opened privately at the time and location indicated above. A tabulation of bids will be furnished to all bidders. 7. BIDDING DOCUMENTS: Drawings and Specifications may be examined at the offices of the General Contractors listed above. 8. DRAWINGS AND SPECIFICATIONS A. Bid Sets: Bluelines: Six (6) complete sets of bid drawings and specifications will be issued at Owner's cost to the selected list of bidding General Contractors, from the office of MULVANNY PARTNERSHIP. Additional sets of drawings and specifications may be obtained by the General Contractors for the cost of the printing, shipping and handling, $75.00 each. All copies of Drawings and Specifications shall remain the property of the Architect and shall be returned to Architect within seven (7) days of the Bid Opening. B. Construction Sets: Blacklines: Eight (8) complete sets of construction drawings and specifications will be issued at Owner's cost by MULVANNY PARTNERSHIP to the selected General Contractor. Additional sets may be obtained by the General Contractor for the cost of the printing, shipping and handling, $75.00 each. 9. RIGHT TO REJECT BIDS: The owner reserves the right to waive irregularities in or to reject any and/or all bid proposals. END OF INVITATION TO BID PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. 1195.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00100 INSTRUCTIONS TO BIDDERS PROJECT ARCHITECT: Mulvanny Partnership 11820 Northup Way, Ste E-300 Bellevue, Washington 98005 PROJECT: PRICECOSTCO, INC. Regional Optical Facility 1160 Saxon Drive Tukwila, Washington 98188 MP # 95-074 INSTRUCTIONS TO BIDDERS Proposals to be entitled to consideration must be made in accordance with the following instructions: 1. GENERAL: Invitation to Bid, as included in the Specifications, shall be considered as a part of these Instructions to Bidders as if repeated herein. 2. EXAMINATION OF SITE AND DOCUMENTS: Before submitting a proposal, the bidder shall: A. Carefully examine the Drawings and Specifications, Addenda, Geotechnical Report and all other information furnished to the bidders. B. Visit the site of the work and fully inform himself of existing conditions and limitations. C. Rely upon his own judgment in preparing his proposal, and include in his bid, a sum sufficient to cover all items required by the Contract. 3. INTERPRETATIONS: A. Questions regarding Drawings and Specifications should be addressed to the Architect and will be answered by addenda addressed to all bidders. Neither the Owner nor the Architect will be responsible for oral interpretations. B. If there are discrepancies contained in the bidding documents between the drawings and specifications, the specifications govern. C. The General Contractor is required to notify the Architect of all discrepancies contained in the bidding documents. In the event of an unclarified discrepancy the contractor is required to bid the item of greater costs. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00100 Page 2 INSTRUCTIONS TO BIDDERS D. Questions received less than 24 hours before the time set for bid opening cannot be answered. All addenda issued during the bidding period will be incorporated into the Contract. 4. FORM OF BID: Submit bid in duplicate, on forms furnished by the Architect, without alterations in the form, or any recapitulation of the work to be done. Fill in all blank spaces in the form, in accordance with the portion or portions of work bidding upon, and sign in longhand. Failure to bid on all items listed in the bid form may cause rejection of the bid. If a bidder is a partnership, each partner must sign; if a corporation, print name of state in which incorporated, followed by the signature or signatures of the person(s) authorized to sign, and the names of the offices they hold in the corporation. 5. WRITTEN, TELEGRAPHIC OR FACSIMILE BIDS: Written, and telegraphic bids, or modifications of bids will not be considered. If approved by Architect, facsimile (fax) bids will be acceptable. Architect will set time slots of 15 minutes for each bidder to send in their bid on Architect's fax line. Bidders may be disqualified if their fax bids do not arrive within their allotted time slot. 6. SUBSTITUTIONS: Bids shall be based on the articles and materials named in the specifications as defined below: A. Substitution Procedure - Prior to Contract between Owner and General Contractor. 1. Whenever the item or class or material is specified exclusively by detail specification, trade name, mfg. name, or by catalog reference; use only such items. No substitutions allowed. 2. All other items not specified as described above, submit Construction Specification Institute form, "Substitution Request", completely filled out, referencing the Project and project address. Include all manufacturer's data and cut sheets . By signing the Substitution Request form, the applicant guarantees the substitution to be equal to or better in every respect to the original specification. 3. Architect will issue addenda listing all substitutions requests which have been approved. B. Substitution Procedure - After Contract Signing between Owner and General Contractor 1. Should the Contractor desire to substitute items, equipment, etc., after the contract is signed, submit "Substitution Request", including complete literature and specification information, for approval. Substitutions requests by sales persons or subcontractors are not acceptable. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 410. SECTION 00100 Page 3 INSTRUCTIONS TO BIDDERS 2. Substitutions shall yield a value to the Work, such as a credit to the Owner, savings of time, or better quality product. The Contractor guarantees the substitution to be equal to or better in every respect to the original specification. The Contractor assumes responsibility that substitution will fit the project regarding space, access and service utility requirements. 3. Do not incorporate substitutions in the Work until after they have been approved by the Architect. 7. ALTERNATE BIDS: Except as stated above, alternate bids other than those listed in the bid form, will not be considered. 8. SUBMISSION OF BID: Enclose bid in opaque sealed envelope addressed to Owner. Deliver as required by the "Invitation to Bid". A. Bidder is responsible for delivery of his bid at or before the time set for opening. Architect will verify the correct time and control the time set. Bids not received at or before the time set will be rejected. B. No telephones will be available to bidders at the place designated for receiving and opening bids. 9. EVIDENCE OF QUALIFICATION: A bidder whose proposal is under consideration shall, upon request, promptly furnish satisfactory evidence of his financial resources, his experience and the organization he has available for the performance of the contract. 10. WITHDRAWAL OF BIDS: Any bidder may withdraw his bid, either personally or by written request, at any time prior to the hour set for the bid opening. No bid may be withdrawn or modified after the time set for opening unless and until the award of contract is delayed for a period exceeding 30 days. 11. PERFORMANCE BOND AND LABOR AND MATERIAL PAYMENT BOND: The Contractor shall secure and pay for the Performance Bond and Labor and Material Payment Bond issued by a bonding company licensed to transact business in the locality of the project, on A.I.A. form A-311. Liability under each of the bonds shall be 100% of the contract sum. Obtain written confirmation from the Owner prior to purchasing the bonds. Deliver bonds in accordance with Par. 11.4. of the General Conditions. The bond amount to be increased with each change order increase, so that final bond amount reflects final contract total. 12. BID PROPOSAL SUPPLEMENT: After bids are received and prior to signing of the Contract, Architect will request the following from the successful General Contractor: A. Breakdown of Bid Proposal on forms furnished by the Architect. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00100 Page 4 INSTRUCTIONS TO BIDDERS Breakdown of Bid Proposal for determining 10 highest subs for off-site, on-site and building for future payment requests. 13. PROJECT SCHEDULE TIME LINE: A. Project must be completed and occupied on or before March 1, 1997. Construction on the project is to proceed as quickly as possible, with minimum disruption to the warehouse operations. B. Prepare and submit a Critical Path Method (CPM) Construction Schedule in accordance with the requirements of Section 01300, showing milestone events and a schedule timeline. Coordinate closely with Architect to evaluate schedule and current progress. 14. BIDDING PROCEDURE IN REGARD TO THE METAL BUILDING: A. Bids will be solicited from Metal Building Supplier and the Metal Building Erector. Bidding General Contractors shall not solicit bids from steel building erectors. B. Architect to send drawings, specifications, and addenda to the bidding Metal Building Erector 3 weeks prior to actual bid date. C. Three (3) days prior to the actual bid date, the bidding Metal Building Supplier will submit their bid directly to the Architect. Metal Building Supplier's bid is to include the following: 1. Design and Shop Drawings. 2. Manufacturing and fabrication. (N.I.C.; Owner is providing metal building). 3. Complete erection of the metal building. 4. All other work as indicated in specification Section 13120. 5. Certificate of Design and Manufacturer Conformance. 6. Warranty D. Two (2) days prior to the actual bid date, the Architect will forward the Metal Building bid for erection to all bidding General Contractors. Include this information in your bid for the total project. E. The form of agreement for the Metal Building erection between the General Contractor and the Metal Building Contractor will be executed on AIA Document A401 "Standard Form of Agreement between Contractor and Subcontractor". 15. REJECTION OF BIDS: The Owner reserves the right to reject any and all bids. END OF INSTRUCTIONS TO BIDDER PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility Tukwila, Washington 98188 M. P. 4 95.074 Bldg Permit Issue 9/27/96 • is .;: n::..• . SECTION 00350 FORM OF BID PROPOSAL Date: PROJECT ARCHITECT: Mulvanny Partnership 11820 Northup Way, Ste E-300 Bellevue, Washington 98005 PROJECT: PRICECOSTCO, INC. Regional Optical Facility 1160 Saxon Drive Tukwila, Washington 98188 MP # 95-074 BID PROPOSAL Bidder: (firm name) To: PriceCostco, Inc. The undersigned bidder, having familiarized himself with the terms of the contract, the local conditions affecting the contract, and with the Drawings and Specifications and other Contract Documents, hereby proposes and agrees to provide all labor, material, equipment, and services necessary to complete in a workmanlike manner all work required in connection with the construction of: All in strict accordance to Drawings, Specifications, and other Contract Documents; hereby submit a combined base bid as follows: 1. COMBINED BASE BID: dollars ($ ). The above base bid includes dollars ($ ) for the cost of the 100% performance bond and payment bonds. 2. ALTERNATES: The combined base bid does not include alternate prices as listed below. The listed alternates make provisions for certain additions, deletions, or substitutions. Alternate acceptance, if any, will be added to or deleted from the combined base bid. Owner reserves the right to accept or reject any or all alternates. General Contractor shall furnish owner with alternate cost. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00350 Page 2 FORM OF BID PROPOSAL A. Alternate No. 1 $ B. Alternate No. 2 $ C. Alternate No. 3 $ D. Alternate No. 4 $ 3. GENERAL CONTRACTOR BID BREAKDOWN A. The following bid breakdown form shall be submitted by all bidders, to the Owner, in care of the Architect, by noon on , the day immediately following the bid date. Failure to submit this form by this time and date will immediately disqualify the bidder. B. The following breakdown will be used by the bidding General Contractors and shall not be changed after submission of bid, unless specifically approved by Architect and Owner in writing. If the dollar amounts and the subcontractor names are not listed at the time of submission (as shown below), the Owner reserves the right to reject the General Contractors bid. C. Off -Site Breakdown Amount Sub -Contractor 1) Grading $ 2) Utilities $ 3) Concrete $ 4) AC Paving including AB $ 5) Concrete $ 6) All Other Off -Site $ TOTAL OFF-SITE COST $ D. On -Site Breakdown Amount Sub -Contractor 1) Construction Staking $ 2) Grading $ 3) Slab Sub base $ 4) AC Paving including AB $ 5) Concrete Vehic'r Pavement $ 6) Concrete Curbs $ 7) Concrete Pedstr'n Flatwork $ 8) Striping & Signage $ 9) Storm Drainage $ 10) Sanitary Sewer $ 11) Domestic Water $ 12) Fire Water Line & Hydrants $ 13) Landscape & Irrigation $ 14) Perimeter Fencing & Walls $ 15) Retaining Structures/Walls $ PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 16) Site Lighting $ 17) Site Elect., Gas & Phone $ 18) All Other On -Site $ TOTAL ON-SITE COST $ SECTION 00350 Page 3 FORM OF BID PROPOSAL E. Building Breakdown Amount Sub -Contractor 1) Concrete Masonry $ 2) Concrete & Rebar $ 3) Pre -Engineered Metal Bldg $ N.I.0 Span Construction 4) Metal Building Erection $ 5) Plumbing $ 6) HVAC $ 7) Sprinkler System $ 8) Fire Alarm System $ 9) Electrical $ 10) High Bay Lighting $ 11) Switch Gear/Panel Boards $ 12) Dock Equipment $ 13) Polymer Flooring $ 14) Building (not listed above) $ 15) General Conditions $ 16) Contractors O'head & Profit $ 17) Performance Bond $ 18_). Fair Wages Policy $ Included 19) Builders Risk Insurance $ TOTAL BUILDING COST $ F. Type of Construction Amount 1) Off -Site $ 21 On -Site $ 3) Building $ TOTAL COMBINED BASE BID .. $ 4. OVERHEAD AND PROFIT: Combined base bid and alternate bids listed include Contractor overhead and profit. 5. CHANGE ORDERS: All extra work not included in the Contract, if requested, will be performed by the Contractor by material and labor costs plus overhead and profit. Ten percent (10%) (overhead and profit) will be added or deleted accordingly by the sub -contractor completing the work. Five percent (5%) (overhead and profit) will be added or deleted accordingly by the General Contractor. 6. SALES TAX: State of Washington sales tax is not included in the Base Bid. It will be added to each payment request as it is submitted. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00350 Page 4 FORM OF BID PROPOSAL 7. TIME OF COMPLETION: The undersigned hereby agrees to complete the work described in the contract on or before March 1, 1997. 8. LIQUIDATED DAMAGES The undersigned hereby agrees to pay the Owner liquidated damages for contracts: $0 to $500,000.00 $500.00 per day $500,000.00 to $1,000,000.00- $2,500.00 per day $1,000,000.00 and over- $5,000.00 per day for each consecutive calendar day the work remains uncompleted after the date of Partial Substantial Completion. 9. CONTRACT BONDS: If the undersigned is notified of the acceptance of this bid within 30 calendar days after the time set for opening of bids, he agrees to execute a contract for the above work, for a compensation computed from the above sums, in A.I.A. Form of Agreement A-101, and to furnish performance and payment bonds as required by the specifications. 10. ADDENDA: Receipt of addenda is hereby acknowledged as follows: Addenda Nos. Date 11. METAL BUILDING ERECTION BID: Contractor acknowledges that he received metal building erection bid from the Architect, and has included it in his bid price. SPAN CONSTRUCTION Supplier Date PRICECOSTCO, INC. 1141 Saxon Drive M. P. i! 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 12. GENERAL CONTRACTOR SIGNATURE Bidder SECTION 00350 Page 5 FORM OF BID PROPOSAL Street Address City Zip Code Telephone No. By License No. Title END OF FORM OF BID PROPOSAL PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 93-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 Date: SECTION 00360 PRE-ENGINEERED METAL BUILDING BID PROPOSAL PROJECT ARCHITECT: Mulvanny Partnership 11820 Northup Way, Ste E-300 Bellevue, Washington 98005 PROJECT: PRICECOSTCO, INC. Regional Optical Facility 1160 Saxon Drive Tukwila, Washington 98188 MP # 95-074 PRE-ENGINEERED METAL BUILDING BID PROPOSAL Bidder: VARCO PRUDEN (Firm Name - Building System Supplier) TO: ALL SELECTED BIDDING GENERAL CONTRACTORS The undersigned bidder is submitting this bid to the Architect, who in turn with the Owner, will make the final selection, and forward successful building system erection bid on to all bidding General Contractors. The undersigned bidder, having familiarized himself with the terms of the contract, the local conditions affecting the contract, and with the Drawings and Specifications and other Contract Documents, hereby proposes and agrees to provide all labor, material, equipment, and services necessary to complete, in a workmanlike manner, all work required in connection with the furnishing and erection of the pre-engineered metal building system, as specified under specification Section 13120. This bid covers in total the entire Section 13120. The form of agreement for the metal building erection between the General Contractor and the Metal Building System Contractor will be executed on AIA Document A401 "Standard Form of Agreement between Contractor and Subcontractor". All in strict accordance to Drawings, Specification, and other Contract Documents; hereby submit bid as follows: 1. Materials Supplied To Owner $ Dollars ($ ) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00360 Page 2 PRE-ENGINEERED METAL BUILDING BID PROPOSAL Erection Cost to General Contractor $ Dollars ($ 1 Combined Bid $ Dollars ($ ) 2. The above bid includes the following: A. Design and shop drawings. B. Manufacturing and fabrication. C. Complete erection of the metal building system. D. All other work as indicated in specification Section 13120 and the total Contract Documents. E. Certificate Letter of Design and Manufacturer Conformance. F. Warranty 3. PRE-ENGINEERED METAL BUILDING SYSTEM BID BREAKDOWN: A. Metal Building erection $ B. Skylight curbs, HVAC curbs $ C. Skylights, smoke vents, roof hatch $ D. Curtain boards $ E. Metal Building System $ F. Fair Wages & Safety Rating Policy $ Total Bid $ 4. PROJECT SCHEDULE: This bidder accepts the schedule as outlined in the "Instructions to Bidders". (initial) 5. The erection contractor included with this bid is: 6. SALES TAX: State of Washington sales tax is not included in the Base Bid. It will be added to each payment request as it is submitted. 7. REJECTION OF BID: The Owner reserves the right to reject any and all bids. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 1195-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00360 Page 3 PRE-ENGINEERED METAL BUILDING BID PROPOSAL 8. METAL BUILDING SYSTEM SUPPLIER/CONTRACTOR SIGNATURE Bidder Street Address City Zip Code Telephone No. By License No. Title END OF PRE-ENGINEERED METAL BUILDING BID PROPOSAL PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00360 Page 4 PRE-ENGINEERED METAL BUILDING BID PROPOSAL (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility Tukwila, Washington 98188 M. P. # 95-074. Bldg Permit Issue 9/27/96 SECTION 00400 GENERAL CONDITIONS GENERAL CONDITIONS The American Institute of Architects Standard Form of General Conditions of the Contract for Construction, A.I.A. Document A201 (1987 Edition), shall form a part of these Specifications with the same force and effect as if bound herein. A copy of these General Conditions is available at the office of the Architect. Copies may be purchased at any reprographics firm, or the local chapter of the A.I.A. The Contractor is hereby directed to obtain copies of Document A201 to acquaint himself with the articles contained therein and to notify and appraise all subcontractors, suppliers, and other parties to the Contract as to its contents. No contractual adjustments shall be due as a result of failure on the part of the Contractor to fully acquaint himself and all other parties to the Contract with the conditions of Document A201. END OF GENERAL CONDITIONS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00400 Page 2 GENERAL CONDITIONS (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00500 SUPPLEMENTARY CONDITIONS MODIFICATIONS TO A.I.A. DOCUMENT A201 - 1987 EDITION SC -1. CONFLICTS: In case of conflict between the Technical Specifications and the General and Supplementary Conditions, the Specifications shall govern. SC -2. MODIFICATIONS OF THE GENERAL CONDITIONS Par. 1.1.1 The Contract Documents: Change to read: Contract Documents "DO" include Bid Documents (Invitation to Bid, Instructions to Bidders, sample forms, Addenda, Contractors Bid Proposal, and Bid Proposal Breakdown), and other documents as specifically enumerated in the Owner/Contractor Agreement. Par. 2.2.2 Information and Services: Add to paragraph: "Owner shall furnish all soils/geological reports describing the physical characteristics for the site of the project." Par. 3.4.1 Labor and Materials: Add to paragraph: "Contractor shall pay for all water, gas, electricity, and other utility costs as required to construct the project, until date of Substantial Completion of the work. The Owner shall pay all utility costs from that date on." Par. 3.7.1 Permits, Fees & Notices: Owner to pay plan check and basic building permit fee costs. Contractor shall secure and pay for all other subcontractor permits, as required by local jurisdictions. Par. 3.9.1 Superintendent: Add to paragraph: "Prior to commencing the work, the Contractor, his Superintendent, and the Architect shall set the standards and levels of responsibility for the Superintendent for the duration of the work, some of which include: 1. Quality Workmanship 2. Control and Leadership 3. General Project Order and Clean-up Par. 3.12.5 Shop Drawings. Product Data and Samples: Add to paragraph: "The Contractor shall submit five (5) sets of the shop drawings listed in Section 01300 of the Specifications to the Architect, with his stamp indicating review and approval. All shop drawings shall be submitted to the Architect prior to the approval of the first payment request." Par. 4.2.7 Architect Administration of The Contract: Allow ten (10) days for checking of shop drawings by the Architect. Par. 4.2.8 Change Orders: Change to read: The Contractor will prepare change orders. The Architect will prepare Field Order Directives, and may authorize minor changes in work as provided in Paragraph 7.4. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00500 Page 2 SUPPLEMENTARY CONDITIONS Par. 4.5.1 Inclusive Arbitration: (4.2.6, 4.2.11, 4.2.12, 4.2.13, 4.3.1 through 4.3.4, Section 4.4 and Section 4.5) "Arbitration" as included in these General Conditions & other Contract Documents shall be excluded in its entirety. Any dispute that cannot be settled by the Architects interpretation, must be pursued, by either party to the Contract, in any court having jurisdiction thereof. Par. 9.3.2 Applications for Payment: Add to paragraph: "suitably stored at the site" means protected for security (theft and vandalism), and protected from the weather (sun, rain, snow, freezing temperatures, etc.). Par. 9.3.3 Applications for Payment: Add to paragraph: "Free and clear of all liens, claims, security interests or encumbrances" means that the Contractor has paid all parties for work previously completed and reimbursements have been made to the Contractor by the Owner. Should a lien, claim, etc., be placed on the work, the Contractor is responsible for its removal, and the Owner will be held harmless in the process. See SC -1.L for "Lien Waiver and Affidavit" requirements. Par. 9.8.1 Substantial Completion: Delete paragraph and add the following: "The date of Substantial Completion of the work, is the date certified by the Architect that construction is 100% complete, (with only final corrections remaining to be completed) in accordance with Contract Documents, so Owner can occupy or utilize the work for the use for which it is intended." Par. 9.8.2 Substantial Completion: Delete first portion of paragraph, and add the following: "When the Architect considers the work to be 100% complete in accordance with the Contract Documents, the Architect shall prepare a list of items to be corrected. The Contractor shall proceed promptly to complete and correct items on the list." Resume with "The failure to include an item", etc ARTICLE 11 INSURANCE: Delete the entire article and add the following: Par. 11.1 Contractor's Liability Insurance Par. 11.1.1 The Contractor shall purchase and maintain such insurance as will protect him from claims set forth below which may arise out of or result from the Contractor's operations under the Contract, whether such operations be by himself or by any Subcontractor or by anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be liable. The Owner shall be named as an additional insured under all the Contractor's insurance policies included herewith: 1. claims under workers' or workmens' compensation, disability benefit and other similar employee benefit acts; 2. claims for damages because of bodily injury, occupational sickness or disease, or death of his employees; 3. claims for damages because of bodily injury, sickness or disease, or death of any person other than his employees; PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 fir;x;u*s�:�ar�s;;..t„a.,+,t.rw......,.......,..................«.....,....�.,........... ,.....M......,.,.....,,..-..... SECTION 00500 Page 3 SUPPLEMENTARY CONDITIONS 4. claims for damages insured by usual personal injury liability coverage which are sustained (1) by any person as a result of an offense directly or indirectly related to the employment of such person by the Contractor, or (2) by any other person; 5. claims for damages, other than to the work itself, because of injury to or destruction of tangible property, including loss of use resulting therefrom; and, 6. claims for damages because of bodily injury or death of any person or property damage arising out of the ownership, maintenance, or use of any motor vehicle. The policies of insurance purchased and maintained by the Contractor shall include, but are not limited to, the following: A. General Liability: Comprehensive form including premises operations, explosion and collapse hazard (X.C.U. exclusion deleted), underground hazard, products/complete operations hazard, contractual insurance, broad form property damage, independent contractors and personal injury (with exclusion "C" deleted), the stop -gap endorsement. B. Automobile Liability: Comprehensive form, including owned, hired, and non -owned vehicles. C. Excess Liability: Umbrella form. D. Workers' Compensation and Employers' Liability Par. 11.1.2 The insurance required by Subparagraph 11.1.1 shall include contractual liability insurance applicable to the Contractor's obligations under Paragraph 3.18., and shall be written for limits required by laws governing in localities having jurisdiction, but no less than the limits set forth below: EACH OCCURRENCE AGGREGATE Bodily Injury (each person) $ 500.000 $ 1,000,000 Bodily Injury (each accident) $ 500,000 $ 1,000,000 Property Damage $ 500,000 $ 1,000,000 Bodily Injury and Property Damage Combined (Under Umbrella Form) $ 5,000,000 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00500 Page 4 SUPPLEMENTARY CONDITIONS Par. 11.1.3 Certificates of insurance acceptable to the Owner shall be filed with the Owner and Architect prior to commencement of the work. These certificates must convey legal rights to the certificate holder, or the original policies may be substituted for the certificates. These certificates and/or policies must contain a provision that coverages afforded under the policies will not be canceled until the work has been completed and a minimum of thirty (30) days prior written notice has been given to the Owner. 11.2 Owner's Liability Insurance Par. 11.2.1 The Owner is named as an additional insured on all insurance required by Subparagraph 11.1.1, and will be protected against all claims which may arise from operations under the Contract. 11.3 Property Insurance Par. 11.3.1 Par. 11.3.2 Par. 11.3.3 Par. 11.3.4 The Contractor shall purchase and maintain property insurance upon the entire work at the site to the full value of the work required by the Contract Documents and not less than the final completed value of the project. This insurance shall include the interests of the Owner, the Contractor, Subcontractors, Sub -subcontractors, and any loss payees in the work. This insurance shall insure against the perils of fire and extended coverage, and shall include Builder's "All-Risk"insurance, on an ALS 72 Form or Facsimile for physical loss or damage including, without duplication of coverage; theft, vandalism, and malicious mischief. This insurance shall also include "Difference in Conditions" (D.I.C.) in the insured property. This insurance shall include and maintain coverage as mentioned above for the work stored off-site and/or in transit to the work on-site. The Contractor shall purchase and maintain such boiler and machinery insurance as necessary to provide full replacement cost coverage and liability coverage for bodily injury or property damage with limits of $1,000,000.00, and/or as may be required by any governing law. This insurance shall include the interests of the Owner, the Contractor, Subcontractors, Sub - subcontractors, and any loss payees in the work. Loss of Use Insurance The Owner, at his option, may purchase and maintain such insurance as will insure him against loss of use of his property due to fire or other hazards, however caused. The Owner waives all rights of action against the Contractor for loss of use of his property, including consequential losses due to fire or other hazards, however caused, to the extent covered by insurance under this Paragraph 11.3. If the Owner requests in writing that insurance for risks other than those described in Subparagraphs 11.3.1 and 11.3.2 or other special hazards be included in the property insurance policy, the Contractor shall include such insurance. Par. 11.3.5 If during the Project construction period the Owner insures properties, real or personal or both, adjoining or adjacent to the site by property insurance under policies separate from those PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. 4 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00500 Page 5 SUPPLEMENTARY CONDITIONS insuring the Project, or if after final payment property insurance is to be provided on the completed Project through a policy or policies other than those insuring the Project during the construction period, the Owner shall waive all rights in accordance with the terms of Subparagraph 11.3.7 for damages caused by fire or other perils covered by this separate property insurance. All separate policies shall provide this waiver of subrogation by endorsement or otherwise. Par. 11.3.6 The Contractor shall file a copy of all policies or "Legal Document" certificate of insurance with the Owner before any exposure to loss may occur. The work, as included in the Contract Documents, will not commence until the insurance certificates or policies have been approved by the Owner in writing to the Contractor. Par. 11.3.7 The Contractor shall indemnify, hold harmless, and defend the Owner, its officers, agents and employees from liability of any nature or kind, including costs and expenses, for or on account of any and all legal actions or claims of any character whatsoever resulting from injuries or damages sustained by any person or property. The Owner and Contractor waive all rights against (1) each other and the Subcontractors, Sub -subcontractors, agents and employees each of the other, and (2) the Architect and separate contractors, if any, and their subcontractors, sub -subcontractors, agents and employees, for damages caused by fire or other perils to the extent covered by insurance obtained pursuant to this Paragraph 11.3 or any other property insurance applicable to the work, except such rights as they may have to the proceeds of such insurance held by the Owner as trustee. The foregoing waiver afforded to the Architect, his agents and employees shall not extend to the liability imposed by Subparagraph 3.18.3. The Architect, separate contractors, Subcontractors, and Sub -subcontractors by appropriate agreements written where legally required for validity, similar waivers each in favor of all other parties enumerated in this Subparagraph 11.3.7. Par. 11.3.8 Any loss insured under Subparagraph 11.3.1 is to be adjusted with the Owner as trustee for the insureds, as their interests may appear, subject to the requirements of any applicable mortgagee clause and of Subparagraph 11.3.10. The Contractor shall pay each Subcontractor a just share of any insurance moneys received by the Contractor, and by appropriate agreement, written where legally required for validity, shall require each Subcontractor to make payments to his Sub -subcontractors in a similar manner. Par. 11.3.9 If required in writing by any party in interest, the party acting as trustee, shall, upon the occurrence of an insured loss, give bond for the proper performance of his duties. He shall deposit, in a separate account, any money so received, and he shall distribute it in accordance with such agreement as the parties in interest may reach, or in accordance with an award by arbitration, in which case the procedure shall be as provided in Paragraph 4.5. If, after such loss, no other special agreement is made, replacement of damaged work shall be covered by an appropriate Change Order. Par. 11.3.10 The party acting as trustee, shall have power to adjust and settle any loss with the insurers, unless one of the parties in interest shall object in writing within five (5) days after the occurrence of loss to the trustee's exercise of this power, and if such Paragraph 4.5. The I'RICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. ti 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00500 Page 6 SUPPLEMENTARY CONDITIONS party acting as trustee shall, in that case, make settlement with the insurers in accordance with the directions of such arbitrators. If distribution of the insurance proceeds by arbitration is required, the arbitrators will direct such distribution. Par. 11.3.11 If the Owner finds it necessary to occupy or use a portion or portions of the work prior to Substantial Completion thereof, such occupancy or use shall not commence prior to a time mutually agreed to by the Owner and Contractor and to which the insurance company or companies providing the property insurance have consented by endorsement to the policy or policies. This insurance shall not be canceled or lapsed on account of such partial occupancy or use. Consent of the Contractor and of the insurance company or companies to such occupancy or use shall not be unreasonably withheld. END OF SUPPLEMENTARY CONDITIONS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00800 SPECIAL CONDITIONS PROJECT ARCHITECT: Mulvanny Partnership 11820 Northup Way, Ste E-300 Bellevue, Washington 98005 PROJECT: PRICECOSTCO, INC. Regional Optical Facility 1160 Saxon Drive Tukwila, Washington 98188 MP # 95-074 SPECIAL CONDITIONS SC -1 Special Conditions A. Wording of these Specifications: These Specifications are written in the abbreviated or "streamlined" form, and frequently include incomplete sentences. Words such as "shall", "shall be", "the Contractor shall", and similar mandatory phrases shall be supplied by inference as they are in a note of the Drawings. The Contractor shall provide all items listed and perform all operations as called for, all in accordance with Paragraph 3.4 of the General Conditions as modified herein. B. Definitions The word "approved", as used herein, means "approved by the Architect". "For approval" means "for the Architect's approval". "Selected" means "selected by the Architect". "As directed" means "as directed by the Architect". " Provide" means "furnish and install". Where the words "or approved" are used, the Architect is the sole judge of the quality and suitability of the proposed substitution. The word "certify", as used by the Architect, means "to state or declare a professional opinion of conditions whose true properties cannot be known at the time such certification was made, despite appropriate professional evaluation." A design professional's certification of conditions in no way relieves any other party from meeting requirements imposed by the contract or other means, including commonly accepted industry practices. C. Number of Specified Items Required: Wherever in these Specifications an article, device or a piece of equipment is referred to in the singular number, such reference shall include as many such items as are indicated on the Drawings or required to complete the installation. D. Lines and Levels: Before starting work, locate all general reference points. Take such steps as are necessary to prevent their dislocation or destruction. If disturbed or destroyed, replace as directed. Employ a licensed surveyor to lay out and stake the building and be responsible for its accuracy. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00800 Page 2 SPECIAL CONDITIONS E. Prior Use or Occupancy: The Owner has the right to use or occupy the building or any part thereof, or to use equipment installed under the Contract prior to final acceptance. F. Contractor/Subcontractor: These Specifications are divided into sections for convenience only. The Architect is not obliged to define the limits of any subcontract, and will not enter into disputes between subcontractors or between the Contractor and his employees, INCLUDING SUBCONTRACTORS. G. Building Codes: All construction shall be in accordance with the codes and ordinances adopted by the locality in which the work is being completed. H. Federal and State Regulations: All work on this project will be done in accordance with the applicable regulations of the federal register Occupational Safety and Health Administration (commonly known as OSHA). Compliance with these regulations shall be the responsibility of the General Contractor and his subcontractors. 1. Fair Wages Policy The General Contractor, each subcontractor and all subcontractors of every tier (hereinafter referred to as "Contractor and all subcontractors") shall pay "Fair Wages" to each of its employees. Contractor and all subcontractors shall use their best commercially reasonable efforts to ensure that. each employee receives Fair Wages, as defined below, and shall incorporate this Fair Wage and Safety Policy into each contract of the Contractor and all subcontractors. "Fair Wages" shall mean not less than 90% of the general prevailing hourly wage rate, excluding (I) the hourly fringe benefits amount and (ii) the holiday and vacation pay for carpenters and sheetmetal workers. The amount so calculated will be referred to as the "PriceCostco Hourly Wage Rate". In calculating the PriceCostco Hourly Wage Rate, the Contractor and all subcontractors shall rely on the most current Davis -Bacon Act prevailing wage determinations for each craft, classifications or type of workman needed as amended for the applicable job locality. The Contractor and all subcontractors shall also pay hourly "Fringe Benefits" to all employees in addition to the PriceCostco Hourly Wage Rate. Fringe Benefits must include a health and medical care family plan, holiday and vacation pay, profit sharing and pension. The adequacy of the Fringe Benefits paid shall be determined in the sole discretion of PriceCostco and will be compared with other plans for the locality and the hourly fringe benefits amount under the current Davis -Bacon Act for each craft, classification or type of workman needed, as amended for the applicable job locality. The Contractor and all subcontractors shall, upon written request of PriceCostco, provide PriceCostco with a certified payroll for the work performed, showing the wages and Fringe Benefits paid for the work done by the Contractor and all subcontractors. The Contractor and all subcontractors shall, upon written request of PriceCostco, provide PriceCostco with certified descriptions of all Fringe Benefits available to its employees. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 00800 Page 3 SPECIAL CONDITIONS The Contractor acknowledges and agrees that the purpose of wage and fringe benefits information is to allow PriceCostco to verify the Contractor's compliance with the Fair Wage and Safety Policy described above. In the event that PriceCostco determined that the Contractor or any of its subcontractors of every tier is not in compliance with the Fair Wage and Safety Policy stated above, PriceCostco shall have the right to terminate the contractor and/or any subcontract of any tier, if, after notice, the Contractor or subcontractor does not comply promptly, to the full satisfaction of PriceCostco. J. Safety Policy The Contractor and all subcontractors shall have an industrial experience rating for similar construction projects that equals or is better than the average experience rating for the state in which the project is located. Any questions regarding determination of the industrial experience rating shall be determined at the sole discretion of PriceCostco. If you have any questions regarding PriceCostco's Fair Wages and Safety Policy, please call Jerry Lee at Mulvanny Partnership Architects, P.S. (206) 822-0444. END OF SPECIAL CONDITIONS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188. Bldg Permit Issue 9/27/96 SECTION 00800 Page 4' SPECIAL CONDITIONS (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. H 95074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 PART 1. WORK INCLUDED 1.1 SECTION 01010 SUMMARY OF WORK GENERAL SCOPE OF WORK: The work included in this Contract consists of the construction and completion of a 34,544 square foot, one story building(s) to include all walls and special finishes. Construction type to be Type V (N) for Group F occupancy, including appurtenances indicated on the Drawings, excepting only those items specifically indicated or noted as Not In Contract (N.I.C.). 1.2 REFERENCE: Refer to Conditions of the Contract for possible effect on work of this section. 1.3 CONTRACTS: The work will be performed concurrently under a combined contract, AIA Document A101, Standard Form of Agreement between Owner and Contractor, 1987 Edition. 1.4 WORK NOT IN CONTRACT (NIC): Items indicated as NIC will be supplied and installed by the Owner. All rough -in requirements to and/or for these items shall be completed by the Contractor. All final connections by the Contractor. 1.5 OWNER INSTALLED ITEMS IN THIS CONTRACT (Supplied and Installed by Owner): The following items will be supplied and installed by the Owner. All rough -in requirements to these items will be completed by the Contractor as part of this work, together with final connections and hook-ups. A. Product Casework B. Compactors and Balers C. Security System D. Photo & Optical Equipment E. Fire Extinguishers F. Interior Chain Link Fencing G. Steel Storage Racks 1.6 OWNER SUPPLIED SPECIAL ITEMS IN THIS CONTRACT (Supplied by Owner and Installed by Contractor): The following items will be supplied by the Owner and installed by the Contractor. All rough -in requirements to and/or for these items shall be completed by the Contractor. All final connections by the Contractor. Contractor must request delivery of equipment from the Owner, to meet the Contractor's schedule. A. Hose Reels B. Air Compressors C. Heating/Air Conditioning Units (see Div. 15) D. Pharmacy Sinks E. Cabinetry and Counters F. Pre -Engineered Metal Building. PRICECOSTCO, INC. i141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01010 Page 2 SUMMARY OF WORK 1.7 METAL BUILDING CONTRACT: General Contractor acknowledges the receipt of the metal building erection bid from the Owner. General Contractor shall be responsible for supervising and directing the work of the Metal Building Contractor. The General Contractor shall schedule the Metal Building Contractor's work within the overall milestone schedule. General Contractor shall be responsible for the following items: A. Provide a 25'-0" wide clear and level access around the outside perimeter of the building for safe operation of Metal Building Contractor's equipment, manpower and staging of materials. B. Provide a completed concrete slab or stable baserock building pad and ensure that Metal Building Contractor has a clear and unobstructed use of that area during erection of the metal building framing. The primary structural building steel will be unloaded off of the trucks directly onto the concrete slab or base rock building pad at the time of steel delivery. Metal Building Contractor to place steel on wood dunnage to avoid damage to finished slab areas. Metal Building Contractor shall include in their erection proposal diapering of all their construction equipment working on concrete floor slab. It shall be the General Contractor's responsibility to clean and remove all tire marks from the finished slab areas caused by forktruck traffic. C. Ensure that all grout pads for the steel columns are in place at the proper elevation prior to steel erection. D. The Metal Building Contractor has included general clean-up labor for his work, including removal of waste material. E. Provide an access ramp at minimum of one (1) location for access to the interior building area. Access through exterior wall shall be 14'0" high minimum, door #51 or equivalent. F. Provide Metal Building Contractor with an anchor bolt survey certifying all anchor bolt placements as to line, pattern and grade. Such survey should take place a minimum of ten (10) days prior to start of steel erection. Beyond acceptable tolerances, the General Contractor shall correct all anchor bolts variances, allowing for adequate cure time of concrete. Prior to the Metal Building Contractor accepting the anchor bolt layout, acceptable variances for anchor bolts shall not be greater than .1 inch variance in pattern, nor more than 1/8th inch in longitudinal or lateral directions. Anchor bolts shall be installed as designed by Structural Engineer to match manufacturer's standard anchor bolt pattern layouts, and with a minimum of 3" of exposed thread above the designated base plate elevation (verify projection with Varco-Pruden anchor bolt plan which shall be sent to the General Contractor in time to allow installation into all required foundations). G. The General Contractor shall make a source of water available at the building adequate to pressure wash roof decking on or before day forty-five (45) of the Metal Building erection schedule. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01010 Page 3 SUMMARY OF WORK H. The concrete loading dock wall shall be complete and adequately braced prior to steel erection. Concrete masonry unit low height perimeter walls shall be complete prior to secondary wall framing installation, i.e. girts and door framing. I. Provide an on-site staging area for material deliveries into the building pad area. The staging area shall be approximately 150'-0" x 200'-0" in size, have an all weather surface and shall be accessible at all times from the building pad area. An "all weather surface" is one that remains stable when it is wet, with vehicles and construction equipment driving on it. J. NOTE: ALL roof penetrations to be performed by Metal Building Contractor. Roof flashings for pipe and conduit penetrations related to mechanical, electrical and plumbing are not included. 1. The General Contractor shall have all sub -contractors and suppliers furnish Dektite roof flashing units and include in their bid a cost of $50.00 per penetration. Metal Building Contractor shall install all Dektite flashing units. The General Contractor shall supply all roof Dektite flashings and locate all penetration locations prior to day 65 of the construction schedule. No copper surfaces or unpainted pipe or steel shall be left in contact with or exposed to weather above the galvalume roof panels, which would cause galvanic action between the two (2) materials. 2. The top of Dektite roof flashings where the pipe or conduit penetrates through the flashing unit shall be sealed by the Contractor installing the conduit or pipe. The sealing method shall be the application of a bead of Sik-a-Flex roof caulk applied all the way around the pipe or conduit at the level that it penetrates the flashing unit. K. The Metal Building Contractor requires that their materials and labor scope of work is covered by the General Contractor's Builders Risk Insurance. Metal Building Contractor shall be named as an additional insured. 1.8 OWNER DIRECTIVES/CHANGES: All directives and/or changes that affect this project shall come from the Owner to the Architect, and then to the General Contractor. A Change Order shall be issued by the General Contractor to the Architect and Owner for signature. Field directives and/or changes shall NOT be included in the work until the Architect and Owner have signed the Change Order. No work is to be done at the request of the Warehouse Manager. 1.9 PROJECT COORDINATOR: The General Contractor is the project coordinator, and shall provide coordination and control for all work of the entire contract included in these Contract documents and specified herein. 1.10 COMPLETION FOR OWNER'S RACKING: The following work must be 100% complete at date of partial substantial completion: PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01010 Page 4 SUMMARY OF WORK A. Complete plumbing. B. Compactor and baler electrical hook-up. C. Building security operational. D. Floor covering, lighting, ceilings and sprinkler systems. E. Loading dock concrete slab and parking lot paving. F. Fire protection system (it must have final City approval). G. Computer duct and office electrical. H. Pharmacy interior. I. EDP room interior. J. All exterior doors installed, operational, with all hardware. K. Food service interior. L. Occupancy permit for stocking warehouse. PART 2. CASH ALLOWANCES See General Conditions for explanation of Contract Profit and Overhead Markup. PART 3. TRANE MANUFACTURING COMPANY INFORMATION AND FORMS 3.1 General Contractor must notify his H.V.A.C. and Electrical subcontractors of the information as listed below. 3.2 Copies of this information have also been sent to the local Trane office to give General Contractor local support and to advise local service department of the future startup. In order to properly support the owner and insure proper coordination between trades, the General Contractor should be advised of the following items of responsibility: A. The Seattle Trane Company will be responsible for the mounting and wiring of the Tracer Panel, photocells, AC rooftop unit sensors, differential pressure switches, thermostats, and Tracer wiring to the building pulse meter, (when required), as laid out on the Trane control drawings. The Trane Company will confirm proper wiring terminations at the Tracer panels and external control devices. Functional checkout of these items will be done at startup by the Trane Company. B. Installation of optional field installed equipment, (i.e. economizers, relief hoods, oversize motors, flue vent caps and TIM -E modules) is by the General Contractor. C. The Contractor is responsible for the following: 1. Provide all equipment scheduled on the drawings for controls with wall switches, thermostats, interlocks or time clocks. 2. Provide all necessary controls and control wiring to make each system complete and operable. This includes exhaust fans, radiant heaters, and air doors. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01010 Page 5 SUMMARY OF WORK 3. Mounting and wiring the lighting control panels, entrance push-button, and all power wiring to the Tracer and lighting control panels. 4. When required, power wiring to field mounted TCM panels. 5. Service and disconnect switches for mechanical equipment. 6. Wiring of motors. D. At startup, the Trane Company will perform functional checkout of the above work by the Contractor. E. After startup and checkout is complete, the warranty and maintenance responsibilities are as specified in the Contract Documents. All labor warranty is the responsibility of the installing contractor. If installing contractor has a service agency, schedule EMS training for the service engineers through the local Trane Company. If warranty work is required during Owner warranty period, notify the Seattle Trane Company, 2021 152nd Avenue Northeast, Redmond, WA 98052, (206) 643-4310, FAX (206) 643-4314. END OF SECTION 01010 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 01010 Page 6 SUMMARY OF WORK (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 APPLICATIONS FOR PAYMENT PART 1. GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section specifies administrative and procedural requirements governing the Contractor's Applications for Payment. B. This Section specifies administrative and procedural requirements governing each prime contractor's Applications for Payment. 1. Coordinate the Schedule of Values and Applications for Payment with the Contractor's Construction Schedule, Submittal Schedule, and List of Subcontracts. C. Related Sections: The following Sections contain requirements that relate to this Section. 1. Contractor's Construction and Submittal Schedule Section 01300 1.3 SCHEDULE OF VALUES A. Coordination: Coordinate preparation of the Schedule of Values with preparation of the Contractor's Construction Schedule. B. Coordination: Each prime Contractor shall coordinate preparation of its Schedule of Values for its part of the Work with preparation of the Contractors' Construction Schedule. 1. Correlate line items in the Schedule of Values with other required administrative schedules and forms, including: a. Contractor's Construction Schedule. b. Application for Payment forms, including Continuation Sheets. c. List of subcontractors. d. Schedule of allowances. e. Schedule of alternates. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 2 APPLICATIONS FOR PAYMENT f. List of products. g. List of principal suppliers and fabricators. h. Schedule of submittals. 2. Submit the Schedule of Values to the Architect at the earliest possible date but no later than 7 days before the date scheduled for submittal of the initial Applications for Payment. 3. Subschedules: Where Work is separated into phases requiring separately phased payments, provide subschedules showing values correlated with each phase of payment. C. Format and Content: Use the Project Manual table of contents as a guide to establish the format for the Schedule of Values. Provide at least one line item for each Specification Section. 1. Identification: Include the following Project identification on the Schedule of Values: a. Project name and location. b. Name of the Architect. c. Project number. d. Contractor's name and address. e. Date of submittal. 2. Arrange the Schedule of Values in tabular form with separate columns to indicate the following for each item listed: a. Related Specification Section or Division. b. Description of Work. c. Name of subcontractor. d. Name of manufacturer or fabricator. e. Name of supplier. f. Change Orders (numbers) that affect value. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 g. SECTION 01027 Page 3 APPLICATIONS FOR PAYMENT Dollar value. 1) Percentage of Contract Sum to nearest one-hundredth percent, adjusted to total 100 percent. 3. Provide a breakdown of the Contract Sum in sufficient detail to facilitate continued evaluation of Applications for Payment and progress reports. Coordinate with the Project Manual table of contents. Break principal subcontract amounts down into several line items. 4. Round amounts to nearest whole dollar; the total shall equal the Contract Sum. 5. Provide a separate line item in the Schedule of Values for each part of the Work where Applications for Payment may include materials or equipment, purchased or fabricated and stored, but not yet installed. a. Differentiate between items stored on-site and items stored off-site. Include requirements for insurance and bonded warehousing, if required. 6. Provide separate line items on the Schedule of Values for initial cost of the materials, for each subsequent stage of completion, and for total installed value of that part of the Work. 7. Unit -Cost Allowances: Show the line -item value of unit -cost allowances, as a product of the unit cost, multiplied by the measured quantity. Estimate quantities from the best indication in the Contract Documents. 8. Margins of Cost: Show line items for indirect costs and margins on actual costs only when such items are listed individually in Applications for Payment. Each item in the Schedule of Values and Applications for Payment shall be complete. Include the total cost and proportionate share of general overhead and profit margin for each item. a. Temporary facilities and other major cost items that are not direct cost of actual work -in-place may be shown either as separate line items in the Schedule of Values or distributed as general overhead expense, at the Contractor's option. 9. Schedule Updating: Update and resubmit the Schedule of Values prior to the next Applications for Payment when Change Orders or Construction Change Directives result in a change in the Contract Sum. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. to 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 4 APPLICATIONS FOR PAYMENT 1.4 APPLICATIONS FOR PAYMENT A. Each Application for Payment shall be consistent with previous applications and payments as certified by the Architect and paid for by the Owner. 1. The initial Application for Payment, the Application for Payment at time of Substantial Completion, and the final Application for Payment involve additional requirements. B. Payment -Application Times: Each progress -payment date is indicated in the Agreement. The period of construction Work covered by each Application for Payment is the period indicated in the Agreement. C. Payment -Application Times: The date for each progress payment is the 15th day of each month. The period covered by each Application for Payment starts on the day following the end of the preceding period and ends 15 days prior to the date for each progress payment. D. Payment -Application Forms: Use AIA Document G702 and Continuation Sheets G703 as the form for Applications for Payment. E. Payment -Application Forms: Use forms provided by the Owner for Applications for Payment. Sample copies are included at the end of this Section. F. Application Preparation: Complete every entry on the form. Include notarization and execution by a person authorized to sign legal documents on behalf of the Contractor. The Architect will return incomplete applications without action. 1. Entries shall match data on the Schedule of Values and the Contractor's Construction Schedule. Use updated schedules if revisions were made. 2. Include amounts of Change Orders and Construction Change Directives issued prior to the last day of the construction period covered by the application. G. Transmittal: Submit 3 signed and notarized original copies of each Application for Payment to the Architect by a method ensuring receipt within 24 hours. One copy shall be complete, including waivers of lien and similar attachments, when required. 1. Transmit each copy with a transmittal form listing attachments and recording appropriate information related to the application, in a manner acceptable to the Architect. 1.5 WAIVERS OF MECHANICS LIEN: With each Application for Payment, submit waivers of mechanics liens from subcontractors, sub -subcontractors and suppliers for the construction period covered by the previous application. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 5 APPLICATIONS FOR PAYMENT 1. Submit partial waivers on each item for the amount requested, prior to deduction for retainage, on each item. 2. When an application shows completion of an item, submit final or full waivers. 3. The Owner reserves the right to designate which entities involved in the Work must submit waivers. 4. Waiver Delays: Submit each Application for Payment with the Contractor's waiver of mechanics lien for the period of construction covered by the application. a. Submit final Applications for Payment with or preceded by final waivers from every entity involved with performance of the Work covered by the application who is lawfully entitled to a lien. 5. Waiver Forms: Submit waivers of lien on forms, and executed in a manner, acceptable to the Owner. A. Initial Application for Payment: Administrative actions and submittals, that must precede or coincide with submittal of the first Application for Payment, include the following: 1. List of subcontractors. 2. List of principal suppliers and fabricators. 3. Schedule of Values. 4. Contractor's Construction Schedule (preliminary if not final). 5. Schedule of principal products. 6. Schedule of unit prices. 7. Submittal Schedule (preliminary if not final). 8. List of Contractor's staff assignments. 9. List of Contractor's principal consultants. 10. Copies of building permits. 11. Copies of authorizations and licenses from governing authorities for performance of the Work. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 6 APPLICATIONS FOR PAYMENT 12. Initial progress report. 13. Report of preconstruction meeting. 14. Certificates of insurance and insurance policies. 15. Performance and payment bonds. 16. Data needed to acquire the Owner's insurance. 17. Initial settlement survey and damage report, if required. B. Application for Payment at Substantial Completion: Following issuance of the Certificate of Substantial Completion, submit an Application for Payment. 1. This application shall reflect Certificates of Partial Substantial Completion issued previously for Owner occupancy of designated portions of the Work. 2. Administrative actions and submittals that shall precede or coincide with this application include: a. Occupancy permits and similar approvals. b. Warranties (guarantees) and maintenance agreements. c. Test/adjust/balance records. d. Maintenance instructions. e. Meter readings. f. Startup performance reports. g. Changeover information related to Owner's occupancy, use, operation, and maintenance. h. Final cleaning. i. Application for reduction of retainage and consent of surety. j. Advice on shifting insurance coverages. k. Final progress photographs. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 4 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 7 APPLICATIONS FOR PAYMENT 1. List of incomplete Work, recognized as exceptions to Architect's Certificate of Substantial Completion. C. Final Payment Application: Administrative actions and submittals that must precede or coincide with submittal of the final Application for Payment include the following: 1. Completion of Project closeout requirements. 2. Completion of items specified for completion after Substantial Completion. 3. Ensure that unsettled claims will be settled. 4. Ensure that incomplete Work is not accepted and will be completed without undue delay. 5. Transmittal of required Project construction records to the Owner. 6. Certified property survey. 7. Proof that taxes, fees, and similar obligations were paid. 8. Removal of temporary facilities and services. 9. Removal of surplus materials, rubbish, and similar elements. 10. Change of door locks to Owner's access. PART 2. PRODUCTS (Not Applicable) PART 3. EXECUTION (Not Applicable) END OF SECTION 01027 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 4 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01027 Page 8 APPLICATIONS FOR PAYMENT (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01090 REFERENCE STANDARDS ASSOCIATIONS AND STANDARDS 1.1 ASSOCIATIONS: The specifications cited in this solicitation may be obtained from the associations or organizations listed below. Names and addresses of other organizations appear in the technical section where their products are specified, or are listed in Sweet's Architectural File. AIA American Institute of Architects 1765 New York Ave. NW Washington DC, 20006 ASA American Standards Association 10 East 40th Street New York, NY 10016 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia, PA 19103 CS Commercial Standards of U.S. Department of Commerce Washington DC, 20025 CSI Construction Specifications Institute Dupont Circle Building Washington DC, 20036 APA American Plywood Association P.O. Box 1337 Tacoma, WA 98401 UBC Uniform Building Code of International Conference of Building Officials 50 South Los Robles Pasadena, CA 91101 UL Underwriter's Laboratories 207 East Olive Street Chicago, IL 60611 1.2 DATES OF STANDARDS: Except where a specific date of issue is mentioned hereinafter, references to specifications issued by the above named associations and other organizations shall mean the edition current on the date of the Invitation to Bid. END OF SECTION 01090 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01090 Page 2 REFERENCE STANDARDS (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 &ii?P„w..r'.:raiae:/.nx.•.�n.n*M1n..�-+e.uw.rrr.....n..-.�.ww�..r.w,...w.r+.r..rw.,..-w SECTION 01300 SUBMITTALS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (IN THIS SECTION): A. Submittals 1. Make submittals as required by the Contract Documents. 2. Revise and re -submit submittals as necessary to establish compliance with Contract Documents. B. Samples: Submit samples for review as required by the Contract Documents 1.3 SUBMITTALS: See Part Two. 1.4 QUALITY ASSURANCE A. Coordination of Submittals and Samples 1. Carefully review and coordinate all aspects of each item being submitted before submittal, as required by the Contract Documents. 2. Furnish all submittals and samples promptly. Cause no delay in the Work. 3. By stamping and signing each submittal, the General Contractor is certifying that review and coordination has been performed. Submittals without a stamp and signature will be returned to the Contractor for re -submittal. 4. Install no work until the respective shop drawings have been reviewed by the Architect. 5. Submittals made by the Contractor which are not required by these Specifications, will be returned without action. 1.5 DESIGN/CONSTRUCT WORK: Submit shop drawings and engineering data in accordance with this Section and as specified in other Sections of this Specification. Clearly illustrate fully, the system function, materials, layout, and conformance with the design concept of the Contract Documents. PART 2 PRODUCTS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. tl 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01300 Page 2 SUBMITTALS 2.1 CRITICAL PATH METHOD (CPM) CONSTRUCTION SCHEDULE: The Contractor shall furnish the Architect with a CPM schedule and bar graph for the project before the start of construction. The schedule will be updated weekly, and sent directly to the Owner and Architect for their review. 2.2 VENDOR AND SUBCONTRACTORS: Contractor shall provide Owner with a complete list of subcontractors and principal vendors including addresses and telephone numbers. 2.3 SHOP DRAWINGS A. Scale and Measurements: Make shop drawings accurately to a scale sufficiently large to show all pertinent aspects of the item(s) and its method on connection to the Work. 1. Types of Prints Required: Submit shop drawings in form of one reverse -reading sepia transparency of each sheet plus four (4) blueline prints of each sheet. Review comments will be shown on the sepia transparency and all bluelines. Two (2) blueline prints will be retained by the Architect and Engineer. The transparency and one (1) blueline print will be returned to the Contractor. The Contractor shall make and distribute copies as required for his purposes. 2. Reproduced Owner's agent or engineer drawings will not be accepted. Shop drawings must be prepared by the Contractor or subcontractor. 2.4 MANUFACTURER'S LITERATURE A. Where contents of submitted literature from manufacturers includes data not pertinent to the submittals, clearly show which portions of the contents are being submitted for review. B. Submit the number of copies which are required to b returned, plus three (3) copies which will be retained by the Architect and Engineer. 2.5 SAMPLES A. Provide samples or samples identical to the precise article proposed to be provided. Identify all items by manufacturer, item, color name and number, and location in the Work. B. Number of Samples Required 1. Unless otherwise specified, submit samples in the quantity which is required to be returned plus one (1), which will be retained by the Architect. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Penult Issue 9/27/96 wea -.,,.......,.,..n.-........�.du.wrx+n.+n�a�..�ow..ear.+.rna..n+rm-w..n...w......o.......... SECTION 01300 Page 3 SUBMITTALS 2. By prearrangement in specific cases, a single sample may be submitted for review, and when favorable reviewed be installed in the Work at a location agreed upon by the Architect. 2.6 COLORS AND PATTERNS: Unless the precise color and pattern is specifically called out in the contract Documents, and whenever a choice of color or pattern is available in the specified products, submit accurate color and pattern charts to the Architect for selection. 2.7 SCHEDULE OF SUBMITTALS: Submit the following with reasonable promptness, as to cause no delay in work. Provide Shop Drawings, Product Data and Samples according to the following table and the detailed specification sections: SPECIFICATION SHOP PRODUCT SECTION DRAWINGS DATA SAMPLES 02500 Paving & Surfacing X 02580 Pavement Marking X 02810 Irrigation System X X X 02811 Drip -Type Irrigation System X X X 02900 Landscape Planting (planting schedule) 03200 Concrete Reinforcing X 03300 Concrete Mix Design X 03300 Concrete Cure, Seal, Hardener X 03300 Concrete Joint Armor & Fillers X 04100 Mortar & Grout Mix Design X 04200 Masonry X X 05100 Structural Steel X 05500 Metal Fabrications X X 05800 Expansion & Seismic Joints. X X X 07100 Waterproofing X 07200 Insulation X 08100 Metal Doors & Frames X X 08300 Special Doors X X 08400 Storefront Windows X X X 08700 Finish Hardware X 09900 Paint X X 10100 Toilet Partitions X X X 13120 Pre -Engineered Metal Building X X PART 3. EXECUTION 3.1 IDENTIFICATION OF SUBMITTALS A. Unless otherwise specified, make submittals in groups containing all associated items that assure that information is available for checking each item when it is received. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01300 Page 4 SUBMITTALS 1. Partial submittals may be rejected as not complying with the Contract. 2. The Contractor is liable for delays due to partial submittals. 3. Coordinate with governmental agencies and utilities requiring submittals for the proper number, format and content required for reviews by those agencies and utilities. 3.2 TIMING OF SUBMITTALS A. Make submittals within the time limits as required by the Contract Documents. B. Make submittals far enough in advance of scheduled dates for installation to provide time required for reviews, for securing necessary government and utility approvals, for possible revisions and resubmittals, and for placing orders and securing delivery. C. When submittals have been rejected or returned for revisions, make all corrections and resubmittals immediately. Contractor is responsible for all time delays due to incomplete, incorrect and unacceptable submittals. 3.3 ARCHITECT'S REVIEW A. Review by the Architect and Engineer does not relieve the Contractor from responsibility for error and omissions which may exist in the submitted data. B. Revisions 1. Make revisions directed or required by the Architect and Engineer. 2. If the Contractor considers the required revision to be a change, Contractor shall notify the Architect as required in the Contract Documents. 3.4 GOVERNMENTAL REVIEW A. Make submittals in form and number as required, where review of shop drawings, specifications, manufacturer's literature, calculations, samples, etc. is required by those governmental agencies. B. Submit approved record copies of all governmental agency -reviewed submittals to the Architect. END OF SECTION 01300 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01400 INSPECTIONS AND TESTS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (IN THIS SECTION) A. Inspections by Public Officials: Contractor shall call for all inspections required by building officials having jurisdiction. Final payment to the Contractor will not be made until final inspection has been made, all items corrected, and an occupancy permit has been issued for the building. B. Inspections by Independent Agencies: The inspection work as listed below shall be made by a testing laboratory selected by the Architect and approved by the building official. All tests shall be performed in accordance with the building code. Submit written reports of inspections and tests to the Architect, Structural Engineer, General Contractor, and building official. 1.3 SUBMITTALS A. Inspectors and testing laboratories shall submit written inspection and test result reports. B. Inspectors and testing laboratories shall distribute copies of reports to: 1. Architect 2. Owner 3. Contractor 4. Engineer 5. Building department or other authority having jurisdiction over the Work. 1.4 QUALITY ASSURANCE A. Inspecting/testing laboratory shall have local authority's approval for special inspection work, if such approval is required by local authority. B. Testing, when required, shall conform with all pertinent codes and regulations, selected ASTM standards, and as otherwise specified. C. Notices: Notify independent agency, building official, and Architect at least twenty-four (24) hours before work required inspection is started. 1.5 COSTS A. Owner: Costs for first inspections and tests by independent agencies of earthwork, concrete, masonry, and steel work will be paid by the Owner. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. N 93074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01400 Page 2 INSPECTIONS AND TESTS B. Contractor: Costs for inspections and tests by public officials shall be paid by the Contractor. C. Costs for re -inspections and re -tests, and added costs for inspections and tests due to poor workmanship, non-compliance with the Contract Documents, late scheduling, cancellations, or ill-timed notices shall be paid by the Contractor. 1. When initial tests display non-compliance with the Contract Documents, the work of re -inspection or retesting shall be done by the same testing agency that perfomed the earlier tests. 2. Inspection and testing performed exclusively for the Contractor's convenience shall be the sole responsibility of the Contractor and paid for by the Contractor. -. PART 2. PRODUCTS 2.1 CLIENT COORDINATION A. General Requirements 1. Attend all preconstruction and jobsite meetings. 2. Review all drawings and specifications. 3. Prepare written reports of test results on a timely basis. a) Reference the job name, location, Architect and Project Manager's name, General Contractor and name of person preparing the report, printed legibly. b) Type or write legibly the daily inspection reports describing the construction completed. c) Send the reports, every week, to the Architect, Owner, Engineer , Contractor and local authority, if local authority requires copies. 4. Notify Architect and Engineer by telephone or fax memo immediately, meaning on the day of discovery, of test results not meeting specified requirements. 5. Notify Architect and Engineer by telephone or fax memo immediately, of deficiencies in construction. 2.2 DETAILED REQUIREMENTS: The following inspections and tests shall be made by an independent agency as outlined below (paid by Owner) and the testing and inspection services outlined below include but are not limited to the following: A. Soils Testing and Site Inspection PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P.1195-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01400 Page 3 INSPECTIONS AND TESTS B. Asphalt Concrete C. Building Construction and Materials Testing 1. Cast -In-Place Concrete 2. Reinforced Masonry 3. Structural Steel Bolting, Welding and Fireproofing 4. Pre -Engineered Metal Building END OF SECTION 01400 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01400 Page 4 INSPECTIONS AND TESTS (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01500 TEMPORARY CONSTRUCTION FACILITIES PART 1. GENERAL 1.1 REFERENCE: Refer to the Conditions of the Contract for possible effect on work of this section. PART 2. DETAILED REQUIREMENTS 2.1 FIELD OFFICE BUILDING: Provide a substantial, weathertight office building on site where directed. Have the office fully operable, with power and telephone service connected, from the start of construction until project is completed and closed out. A. Field Office Equipment: Provide a plain paper copy machine and a FAX machine connected to a dedicated telephone line. B. Job Telephone: Provide non-coinbox telephone connected to serving utility exchange. Install when work is started. Maintain until full completion. Pay all charges. All those connected with the work to use, provided they pay for toll calls. 2.2 FIELD OFFICE STAFF: Provide separate job superintendents for the on-site and off-site portions of the project. A full-time secretary is also required. 2.3 TEMPORARY UTILITIES: Water and electricity for construction will be furnished by the General Contractor. Ascertain where these services will be available, make temporary connections as required, and remove upon completion of the work. Costs for temporary electrical service and power charges to be paid 100% by the General Contractor until date of Substantial Completion. Owner shall pay 100% of utilities from date of Substantial Completion. Contractor also to provide electricity service to the Owner's on-site job shack. 2.4 TEMPORARY HEAT: Furnish temporary heat, including fuel and power, as required to protect materials and work from dampness and cold and to dry out the building. Use methods approved by the Architect. Permanent heating plant may be used for this purpose when completed at no cost to the Owner. Refer to technical sections for temperatures to be maintained for the work of various trades. 2.5 DRINKING WATER: Furnish from a proven safe source for all those connected with the work. 2.6 TEMPORARY TOILETS: Provide chemical type toilets, adequate in number for all those connected with the work. Locate where directed when work is started; keep in sanitary condition. Remove from site upon completion of work or sooner, if and when permanent toilets are made available. 2.7 TEMPORARY ENCLOSURES: Provide wood batten doors and transparent plastic covered windows for exterior wall openings of building until it is dry. Windows may be glazed in lieu of covering, if glass is protected. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 �..a.,.. Walkaailee SECTION 01500 Page 2 TEMPORARY CONSTRUCTION FACILITIES 2.8 ON-SITE FIRE PROTECTION: From the time that the building is made weather tight until its completion and acceptance by the Owner, the General Contractor shall maintain adequate fire extinguishers on the premises, readily available to his workmen, for the protection of the building and its contents. 2.9 TEMPORARY BARRICADES AND FENCES: Contractor shall provide fences and all safeguards necessary for the convenience and protection of the public, as required by code and law enforcement regulations. Keep abutting streets and other thoroughfares open to traffic, using only portions of streets allowed by permit. Contractor will be responsible for damage or injury occurring to either persons or property through carelessness or neglect by himself, his employees, or subcontractors. 2.10 PROJECT SIGNAGE A. Project Signs:: (2) 8' x 16' in size, of 3/4" exterior grade plywood frame with suitable moldings. Provide immediately after construction is started. Owner to approve sign layout. Employ approved professional sign painter. Sign to be designed per the "Project Sign" detail, supplied by the Architect. Signs must be installed prior to the approval of the first payment request. END OF SECTION 01500 PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01700 MISCELLANEOUS PROJECT REQUIREMENTS PART 1. PROJECT PROCEDURES 1.1 PROTECTION OF CONCRETE FLOOR SLAB: A. To prevent permanent stains on the concrete surface, the following steps shall be taken: 1. All hydraulic powered equipment shall be diapered to avoid staining of the concrete. 2. No trade shall park vehicles on the inside slab. If necessary to complete their scope of work, drop cloths shall be placed under vehicles at all times. 3. No pipe cutting machine shall be used on the inside floor slab. 4. To avoid rust staining, place no steel on interior floor slab. 1.2 PROTECTION AND RESTORATION OF PROPERTY A. Existing underground utilities of record are indicated on the Construction Documents, when record drawings were available. The are indicated for the Contractor's convenience only. The Owner and Architect assume no responsibility and or liability for the accuracy of locations or failure to indicate locations. B. The location of existing underground utilities, as indicated on the drawings, is approximate only, and the Contractor shall be responsible for determining their exact location. The Contractor shall check with the utility companies concerning any possible conflict prior to commencing excavation in all areas, as not all utilities may be indicated on the drawings. 1. Call the Utility Location Request Center (One Call Center) for field locations, not less than two nor more than 10 business days before the scheduled date of excavation. 2. There may be utilities on the project that are not part of the One -Call system. Contractor to contact those utilities directly for location assistance. 3. Contractor is responsible for all breakages of utilities or services resulting from his operations. Hold the Owner and his representatives harmless from all claims resulting from disruption or service and or damages to service. 4. Contractor is responsible for coordination with the utility companies and arranging for movement or adjustment, either temporary or permanent, of their services within the project limits. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01700 Page 2 MISCELLANEOUS PROJECT REQUIREMENTS 5. No additional compensation will be made to the Contractor for reason of delay caused by the actions of any utility company. Such costs shall be considered incidental to the Contract. 6. Existing utilities for telephone, power, gas and television cable facilities shall be relocated by the appropriate utility company unless otherwise noted on the drawings. 7. Contractor is solely responsible for damage to completed portions of the project and for damage to property located off the site, such as pollution of rivers, streams, ground water or other waters, caused by siltation, run-off, erosion and other construction operations, occurring during the construction of the project. Exercise all necessary precautions throughout the project to prevent such property damage. 1.3 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle products according to the manufacturer's recommendations, using means and methods that will prevent damage, deterioration, and loss, including theft. 1. Schedule delivery to minimize long-term storage at the site and to prevent overcrowding of construction spaces. 2. Coordinate delivery with installation time to assure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. 3. Deliver products to the site in an undamaged condition in the manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. 4. Inspect products upon delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected. 5. Store products at the site in a manner that will facilitate inspection and measurement of quantity or counting of units. 6. Store heavy materials away from the Project structure in a manner that will not endanger the supporting construction. 7. Store products subject to damage by the elements above ground, under cover in a weathertight enclosure, with ventilation adequate to prevent condensation. Maintain temperature and humidity within range required by manufacturer's instructions. PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. II 95-074 Tukwila, Washington 98188 Bldg Penult Issue 9/27/96 SECTION 01700 Page 3 MISCELLANEOUS PROJECT REQUIREMENTS 1.4 WORKMANSI-IIP: All work involved in this project shall reflect the best possible workmanship. Work which is not of the best workmanship shall be corrected or redone as is required for approval by the Architect, at no additional cost to the Owner. No trade should apply finishes or materials to surfaces until he feels that the surfaces are ready to receive his finish or material and produce the best possible workmanship. A trade who does apply his finish or material to a surface which is not ready shall remove and correct his work, as well as prepare the existing surface involved at no additional cost to the Owner. 1.5 TERMINATION BY OWNER: General Contractor is responsible for determination and coordination of union and/or non-union project affiliation. In the event of termination by parties hereto, all work performed and materials furnished shall be fairly allocated and apportioned in accordance with good construction practices. PART 2 PROJECT CLOSEOUT 2.1 SPECIAL CLEANING: In addition to clean-up specified in Par. 3.15 and Par. 6.3 of the General Conditions, and after this and all other work has been completed, the Contractor shall: A. Vacuum -clean interior of building, including heating and ventilating ducts. B. Leave entire building clean and ready for occupancy. 2.2 AS -BUILT DRAWINGS A. Upon completion of construction, the Contractor shall furnish to the Owner, as part of this Contract, two (2) sets of as -built drawings, showing to scale (where possible) or by figured dimensions the locations of all ducts, conduits, pipes, or other facilities not exposed in the finished work. Show materials, size and depth from surface of said installations, as well as line followed. Show exact location of all utilities underground, site and building, within the construction limit lines. B. Contract shall not be deemed completed, nor shall final payment become due, until the above requirements have been accomplished. C. As -Built Drawings 1. HVAC 2. Miscellaneous Steel 3. Metal Building System 4. Masonry 5. Fire Protection System 6. Plumbing 7. Site Work 8. Electrical PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01700 Page 4 MISCELLANEOUS PROJECT REQUIREMENTS 9. Storefront Windows 2.3 BUILDING MAINTENANCE, WARRANTIES AND MANUALS: Upon completion of construction and before final payment, instruct Owner's maintenance personnel as to such care and maintenance required. Furnish to the Owner through the Architect, as part of his contract, a bound Owner's Warranty and Maintenance Manual consisting of, but not limited to the following: A. List of Subcontractors B. Certificate of Occupancy C. Building Permits - Originals 1 Water 2. Sewer 3. Building 4. Landscaping & Sprinkler System 5. Curb and Sidewalk 6. Fire Protection D. Work Guarantees - Originals 1. Building - General Contractor 2. Metal Building System - Metal Building Supplier a. 20 Year Roof b. 20 Year Wall Panels 3. HVAC 4. Masonry 5. Concrete Work 6. Miscellaneous Steel 7. Skylights, Smoke Vents, Roof Hatch 8. Fire Protection System 9. Plumbing 10. Roofing - Built -Up 11. Exterior Insulation Finish System 12. Electrical 13. Asphaltic Paving 14. Doors, Windows and Hardware 15. Toilet Partitions and Accessories 16. Ceramic Tile 17. Dock Equipment 18. Floor Coverings 19. Acoustical Ceiling 20. Sealants 21. Insulation 22. Painting PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 141104(41:kr::::41410.<cam...,w.. ........:..................................,.........»...,.»................... 23. Landscape and Irrigation 24. Rubber Base E. Operation & Maintenance Manuals SECTION 01700 Page 5 MISCELLANEOUS PROJECT REQUIREMENTS 1. HVAC a. Dampers b. Air Curtains c. Tracer 100 -Building Management System - by Trane d. Tim - E Tracer Integration Mobile - Enhanced 2. Overhead Doors 3. Fire Protection 4. Plumbing a. Water Closet b. Urinal c. Lavatory d. Mop Sink e. Service Sink f. Eye Wash g. Drinking Fountain h. Hose Bib i. Water Heater j. Circulator Pump k. Backflow Preventers 1. Wash Fountain 5. Dock Leveler 6. Electrical a. Main Switchboard b. Sub distribution Panel c. 480 Volt Panels d. 208 Volt Panels e. Transformers f. Safety Switches g. Fuses h. Floor Duct i. Lighting Fixtures j. Lamps k. Flexible Wiring System 1. Parking Lot Lighting m. MATV System PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 01700 Page 6 MISCELLANEOUS PROJECT REQUIREMENTS n. Bakery and Meat Miscellaneous 7. Division 10 Specialties a. Toilet Partitions b. Toilet Accessories 8. Landscaping and Irrigation 2.4 DRAWINGS AND SPECIFICATIONS: Contractor shall return to Architect all drawings and specifications loaned to Contractor during construction period. END OF SECTION 01700 PRICECOSTCO, INC. 1141. Saxon Drive Regional Optical Facility M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 *. a 4,444 , w . w . M„..*. ..+M.P.. Wan. 44F_.r.. .... M SECTION 02100 CLEARING OF SITE PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): The extent of clearing of site includes, but is not limited to: A. Stripping topsoil. B. Removal of miscellaneous items. C. Felling of trees, and removal of stumps, limbs, roots, and tree debris. D. Dust control. E. Disconnecting and removing all existing utility lines on the site except those designated to remain. F. Removal of all debris from entire site. 1.3 RELATED WORK (In Other Sections): Work related to this Section is described in A. Demolition Section 02050 B. Earthwork Section 02200 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of work being performed and the best methods for its execution and who shall direct all work performed under this section. B. The contractor shall comply with the applicable provisions of all pertinent codes and regulations. 1.5 SUBMITTALS: Within ten (10) work days after award of contract, Contractor shall submit to Architect a schedule detailing sequence and time of completion of phases of work under this section. 1.6 JOB CONDITIONS A. Use all means necessary to prevent spread of dust during performance of the work of this Section. Thoroughly moisten all surfaces as required to prevent dust from being a PRICECOSTCO, INC. 1141 Saxon Drive M. P. k 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02100 Page 2 CLEARING OF SITE nuisance to the public, neighbors, and concurrent performance of other work on the site. Check with local building department for any special requirements. B. On-site burning will not be permitted. C. Use all means necessary to protect existing objects designated to remain, and in the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect at no additional cost to the Owner. PART 2. PRODUCTS 2.1 EXPLOSIVES: Do not use explosives on this work. 2.2 OTHER MATERIALS: All other materials, not specifically described but required for proper completion of the work of this Section, shall be as selected by the Contractor subject to the approval of the Architect. PART 3. EXECUTION 3.1 PREPARATION A. Limits of work shall be as shown on Drawings. The limits of grubbing shall coincide with the limits of clearing. B. Notify the Architect at least four (4) full working days prior to commencing the work of this Section. C. Prior to all work of this Section, the Contractor shall carefully inspect the entire site and verify with the Architect all objects designated to be removed and to be preserved. D. Locate all existing utility lines and determine all requirements for disconnecting and capping. E. Locate all existing active utility lines traversing the site and determine the requirements for their protection. F. The Drawings do not purport to show all objects existing on the site. G. Schedule all work in a careful manner with all necessary consideration for neighbors and the public. H. Avoid interference with the use of, and passage to and from, adjacent buildings and facilities. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02100 Page 3 CLEARING OF SITE I. Before starting site operations, disconnect or arrange for the disconnection of all utility services designated to be removed, performing all such work in accordance with the requirements of the utility company or agency involved. 3.2 STRIPPING TOPSOIL A. Strip topsoil from portions of site within work area and stockpile as required for later use in landscaping areas. (Verify thickness from Soils Report). B. Excess material shall be removed from the site at contractor's expense. C. The stripped materials shall not be mixed with materials to be used as structural fill. 3.3 REMOVAL: Remove all miscellaneous items, curbs, gutters, sidewalks and utility lines designated for abandonment, irrigation lines, and all other items designated to be removed or necessary to be removed prior to this work. 3.4 CLEARING AND GRUBBING A. In all holes created by tree removal, fill with clean soil and then compact to the density specified for fills in this section. Do not backfill if subsequent excavation will eliminate the hole. B. Do not backfill holes until inspected and approved by the Soils Engineer. C. Remove all trees (unless designated to remain), stumps, roots over 4 inches in diameter, and matted roots within the limits of work to the following depths below subgrade: 1. Footings 18 inches 2. Walks 12 inches 3. Roads 18 inches 4. Parking areas 2 inches 5. Lawn areas 8 inches 6. Fills 12 inches 3.5 REMOVAL OF DEBRIS: Remove all debris from the entire site and dispose of all removed material legally. Leave the site in a neat and orderly condition to the approval of the Architect. 3.6 WATER WELL AND SEPTIC SYSTEM: Existing water wells and septic systems shall be abandoned or removed as required by the Health Department. The Contractor shall obtain permits for such work from the Health Department. 3.7 PROTECTION PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 93.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02100 Page 4 CLEARING OF SITE A. As soon as drainage system is installed, temporary sediment control measures (straw bale barriers) shall be constructed as shown on the Drawings. These shall be maintained throughout construction period. As clearing proceeds, temporary swales shall be constructed as shown and/or as required to direct all site drainage to catch basins. B. Under no circumstances shall sediment -laden water be directed to or allowed to be discharged off-site. All discharge of water off-site shall be through the temporary sediment control measures. END OF SECTION 02100 PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 EARTHWORK PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): The extent of the Earthwork is indicated on the drawings. The work includes requirements for excavating, filling and grading required and includes but is not limited to: A. Placement, stabilization and compaction of earth at the site B. Addition and disposal of earth C. Vermin and vegetation control D. Rock and concrete removal 1.3 RELATED WORK (In Other Sections): A. Drainage Section 02720 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of work being performed and the best methods for its execution and who shall direct all work performed under this section. B. The Contractor shall comply with the applicable provisions of all pertinent codes and regulations. 1.5 SUBMITTALS: Within ten (10) work days after award of contract, Contractor shall submit to Architect a schedule, detailing sequence and time of completion of phases of work under this section. 1.6 INSPECTION BY GEOTECHNICAL ENGINEER A. The Owner will employ a Geotechnical Engineer to perform all required tests of fill and of soil compaction, and for observation of the earthwork. B. Contractor shall notify the Geotechnical Engineer prior to completion of each lift and phase of the work in order to permit him to make tests as required. Samples of all fill materials proposed for use shall be delivered to him at least five (5) days prior to the time that such materials are expected to be placed in the work. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 Page 2 EARTHWORK C. No materials shall be placed until receipt of written approval by Geotechnical Engineer of samples. All materials used shall be the same as those in the samples submitted. D. The Geotechnical Engineer shall be considered the Owner/Architect/Engineer's representative on the job during earthwork operations. Fill material which, in his opinion, does not meet the specification requirements shall be removed or otherwise corrected as he directs. Geotechnical Engineer to notify Architect immediately if Contractor is completing work not in accordance with the Geotechnical Report's recommendations. 1.7 APPROVAL BY GEOTECHNICAL ENGINEER: The Geotechnical Engineer to submit in writing to the Architect, "that the site and building pad have been prepared per the Geotechnical Report, and both site and building pad are approved by the Geotechnical Engineer". PART 2. PRODUCTS 2.1 FILL MATERIAL, GENERAL A. All fill material shall be subject to approval of the Geotechnical Engineer. All approvals given by Geotechnical Soils Engineer shall not relieve the Contractor of his responsibility to meet the requirements of these specifications and the recommendations of the Geotechnical Report. B. For approval of imported fill material, notify the Geotechnical Engineer at least four (4) working days in advance of intention to import material, designate the proposed borrow areas, and permit the Geotechnical Engineer to sample as necessary from the borrow area for the purpose of performing tests. 2.2 ON-SITE FILL MATERIAL: All on-site fill material, if allowed by Geotechnical Report, shall be soil or soil -rock mixture which is free from debris, organic matter and other deleterious substance. It shall contain no rocks or lumps over six (6) inches in greatest dimension. 2.3 IMPORTED FILL MATERIAL A. All imported fill material shall meet the requirements of Paragraph 2.1 B. above and shall, in addition, be of granular nature with sufficient binder to form a firm and stable unyielding subgrade. B. Clay soils will not be acceptable. C. All imported fill soil shall be non -expansive. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 Page 3 EARTHWORK 2.4 OTHER MATERIALS: All other materials, not specifically described but required for proper completion of the work of this Section, shall be as selected by the Contractor subject to the approval of the Geotechnical Engineer. PART 3. EXECUTION 3.1 GENERAL A. Prior to all work of this Section, Contractor shall become thoroughly familiar with the site, site conditions, and all portions of the work falling within this Section. B. Do not allow or cause any of the work performed or installed to be covered up or enclosed by work of this Section prior to all inspections, tests, and approvals. C. Should any of the work be so enclosed or covered up before it has been approved, Contractor shall uncover all such work at no additional cost to the Owner, if so directed by the Architect. D. Keep active utilities intact and in continuous operation, street drains and sewers open for free drainage at all times. E. Carefully maintain benchmarks, monuments, and other reference points. If disturbed or destroyed, replace as directed by the Architect at no additional cost to the Owner. F. Protect persons and property from damage and discomfort caused by dust. Water as necessary to quell dust. G. Protect streets and adjacent property throughout the operations. Enclose all open excavation with a four (4) foot high temporary fence. H. All underground installation of pipes, cables, etc. in the area to be asphalt paved shall be completed prior to placement of the asphalt paving. I. Allow no debris to accumulate in structures or on the site. Haul debris away from site and dispose of at no additional cost to the Owner. Dispose of excess earth material on the site as directed by the Architect at no additional cost to the Owner. 3.2 FINISHED ELEVATIONS AND LINES A. For setting and establishing finish elevations and lines, secure the services of a licensed land surveyor acceptable to the Architect. Carefully preserve all data and all monuments set by the surveyor and, if displaced or lost, immediately replace to the approval of the Architect and at no additional cost to the Owner. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P.1195-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 Page 4 EARTHWORK B. Finished elevation grade stakes and any other surveying necessary for the layout of the work is the responsibility of the Contractor. The Contractor shall conduct his operations in such a manner that survey stakes will be protected as long as their need exists. Finished grade stakes, if damaged or stolen, shall be replaced by the surveyor at the General Contractors expense. C. Areas having drainage slopes of one-quarter (1/4) inch per foot or more shall have grade stakes, set with an instrument, at grid intervals of fifty (50) feet. D. Areas having drainage slopes of less than one-quarter (1/4) inch per foot shall have grade stakes, set with an instrument, at twenty-five (25) foot intervals. E. Where grades are not specifically indicated on Drawings, establish grades as follows: 1 Building slab areas - Grade to underside of floor slab and free draining gravel underlayment. 2 Paving, walks and other surfaced areas - Grade to underside of surfacing and base material. 3 Planting areas - Grade to contours as indicated on the grading drawing, allowing for landscape planting soil. See Landscape Specifications for planting soil depths. 3.3 EXCAVATING A. Excavate to lines and grades and within the tolerances specified. Remove rocks, boulders, and other obstructions, and dispose of legally, at no additional cost to the Owner. B. Where depressions result from or have resulted from the removal of surface or subsurface obstructions, open the depression to equipment working width and remove all debris and soft material as directed by the Soils Engineer. C. Excavate to grades indicated on the Drawings. D. On cut banks, neatly trim to the required finish surface as the cut progresses. As an alternative, the Contractor may leave the cuts full and then finish grade by mechanical or hand equipment to produce the finish surfaces as indicated on the Drawings. E. Excavate for work indicated on drawings or specified in whatever material encountered. No extra will be paid for removal of rock, hardpan, or any other material. 3.4 PREPARATION OF SUBGRADE PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. II 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 Page 5 EARTHWORK A. During unfavorable weather, the soil could approach or exceed the optimum moisture content, making it difficult or impossible to obtain proper compaction, therefore, do not place, spread or roll fill materials during unfavorable weather conditions, as determined by the Soils Engineer. B. Do not resume operations until moisture content and fill density are satisfactory to the Soils Engineer. C. Provide berms or channels to prevent flooding of subgrade. Promptly remove all water collecting in depressions. D. Where soil has been softened or eroded during the course of the work, remove all damaged areas and recompact as specified for fill and compaction. E. Provide, and maintain at all times during construction, ample means and devices with which to promptly remove and dispose of all water from every source entering the excavations or other parts of the work. F. Dewater by means which will ensure dry excavations and the preservation of the final lines and grades at bottoms of excavations. G. All debris, vegetation, and other perishable materials shall be removed from the job site. The area to be paved shall be rough graded to within plus or minus 0.10 feet and all excess material removed from the location of the work. H. Install drainage Swale along entire length and width of property to keep surface water from running onto construction site. Drain by gravity or mechanical means. I. Areas inaccessible to power rollers or areas that cannot be compacted properly with power rollers shall be compacted with vibratory compactors, or other suitable mechanical means which produce a firm foundation for the pavement structure. J. Cut or fill side slopes shall not exceed 2H:1 V, unless otherwise indicated on the drawings and approved by the local building authority. K. Keep earth under footings and slabs dry and free from frost. Should bearing surfaces be softened by water or frost, re -excavate to solid bearing and fill with concrete or compacted gravel at no additional cost to the Owner. 3.5 PREPARATION OF BUILDING PAD A. The areas under proposed building shall be compacted subgrade or structural fill, as recommended in the Geotechnical Report.. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02200 Page 6 EARTHWORK B. In all areas under buildings, the subgrade shall be scarified to a minimum depth of 8" below the stripped surface, moisture conditioned to 2% to 4% above optimum moisture, and compacted to 95% of maximum dry density in accordance with ASTM Test Designation D-1557-70. 1 Areas requiring fill shall be brought to rough grade elevations in lifts not exceeding eight (8) inches uncompacted thickness. 2 Moisture content shall be 2% to 4% above optimum moisture. 3 Compaction equipment shall be of a type best suited for the material being placed. It shall be used in a manner which will yield a density of 95% of maximum dry density in accordance with ASTM Tcst Designation D-1557-70 (Modified Proctor). 3.6 INADEQUATE SOIL CONDITIONS A. The adequacy of all soil bearing values shall be determined by the Geotechnical Engineer. Should soil of inadequate density and bearing capacity be encountered at the elevations shown on the Drawings, and where new fill is to be placed upon loose existing fill material exposed by excavation, carry the excavation to the depth required to attain soil of bearing quality as determined by the Geotechnical Engineer. B. Owner reserves right to order soil compaction tests made to verify that fill compaction is adequate and meets specified levels. The decision of the Geotechnical Engineer in disputed cases shall be final and the Contractor shall be responsible for remedial measures required, at no additional cost to the Owner. END OF SECTION 02200 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. it 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 PAVING AND SURFACING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section) A. The extent of Paving and Surfacing is indicated on the Drawings. B. The work includes requirements for, but is not limited to: 1. Cement Concrete Curbs, Gutters, and Walks not adjacent to the building, 2. Asphaltic Concrete Paving 3. Pavement Marking 4. Portland Cement Concrete Pavement 5. Soil Sterilization 1.3 RELATED WORK (In Other Sections) A. Earthwork Section 02200 B. Water System Section 02660 C. Drainage Section 02720 D. Exterior Slabs Adjacent to Building and Interior concrete Section 03300 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of work being performed and the best methods for its execution and who shall direct all work performed under this section. B. Use all means necessary to protect all materials of this section before, during, and after installation and to protect all objects designated to remain. Protect all new paving from car and pedestrian traffic with temporary barricades for a minimum of forty-eight (48) hours after completion of work. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 Page 2 PAVING AND SURFACING 1.5 SUBMITTALS A. All materials shall meet the requirements as specified herein. Laboratory analysis of any or all the materials may be required by Architect. Material sampling and testing shall be in accordance with the latest revisions of the American Society for Testing and Materials (ASTM) Standards and shall be made by a recognized testing laboratory. B. All sampling and laboratory test costs when required, shall be paid by the Owner. Deficiencies in specified construction materials shall immediately be rectified by the Contractor at no cost to Owner. Additional tests caused by deficiencies shall be paid for by Contractor at no cost to Owner. 1.6 PRODUCT HANDLING A. Use all means necessary to protect work before, during and after installation and to protect the installed work and materials of all other trades. B. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no additional cost to the Owner. 1.7 STANDARD SPECIFICATIONS A. Conform to recommended design procedures and general specifications as outlined in the Soils Report and as shown on the Drawings. B. All work and materials embraced herein shall be in accordance with the Standard Specifications of the State of Department of Transportation, dated , hereinafter referred to as "State Standard Specifications". 1.8 WARRANTY: The contractor shall provide the owner with a two-year warranty after date of acceptance, for the asphalt paving. Warranty shall cover defects related to the product, and the installation of the paving. PART 2. PRODUCTS 2.1 SOIL STERILANT: The Sterilant shall be Treflan type containing not less than 44.5% Trifluralin. Mix with clean water at a rate of 3 to 4 gallons per acre. Apply solution at a rate of 150 gallons per acre. Castron and Pramitol are also approved. 2.2 AGGREGATE BASE: Aggregate base shall conform to State Standard Specification Section, "Aggregate Bases", for Class 2 aggregate base, 1-1/2" maximum grading. 2.3 ASPHALT CONCRETE: I'RICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 Page 3 PAVING AND SURFACING A. Asphalt concrete shall conform to State Standard Specification Section , "Asphalt Concrete", for Type B asphalt (modified) concrete. B. Aggregate grading shall be 3/4" maximum, medium. Asphalt concrete shall contain 6% asphalt binder. C. Paving asphalt shall be AR -4000 except that the finish course in those paving areas designated on the paving plan with a traffic index of 6 or 7 shall have AR -8000 paving asphalt. 2.4 PORTLAND CEMENT CONCRETE PAVEMENT: Portland cement concrete shall conform to State Standard Specification Section, "Portland Cement Concrete". A. All cement shall be Type II Modified. The combined aggregate grading shall be the 1- 1/2" maximum grading. B. Portland cement concrete pavement shall have a minimum 28 day compressive strength of 3000 psi and contain 5% to 6% entrained air. C. Concrete pavement shall be at least 6" in thickness with a 6" minimum thick granular base. 2.5 PAINT FOR TRAFFIC CURBS: Curbing paint shall be state formula standards. Paint for curbs (min. 2 coats). 2.6 PAINT FOR TRAFFIC LANE MARKING: Paint for traffic lane marking shall conform to state standards, (minimum two coats). 2.7 CEMENT CONCRETE FOR CURBS, GUTTERS AND WALKS: A. Concrete shall conform to State Standard Specification Section Concrete", Type II Modified cement. "Portland Cement B. Concrete shall contain six (6) sacks of Portland cement per cubic yard of concrete and shall be so mixed with water and natural or crushed, clean, hard, sound, durable aggregate to develop a minimum 28 -day compressive strength of 3000 psi. C. The combined aggregate grading shall be the 1" maximum grading. Slump of the mix shall not exceed 3-1/2". 2.8 PRECAST BUMPER: Materials for bumper shall conform to state standards. 2.9 WOOD EDGE TREATMENT: Provide wood edge treatment between landscaping and gravel as indicated on the drawings. Wood edge to be "Construction Grade" Cedar, S4S, preservative pressure treated. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95-074 Regional Optical Facility Tukwila, Washington 98188 131dg Permit Issue 9/27/96 SECTION 02500 Page 4 PAVING AND SURFACING 2.10 EXTRUDED CONCRETE CURBS: Machine set, maximum dry mix. Set on coating of epoxy adhesive. Replace curbs that break away from asphalt with new curbs at Contractor's expense. PART 3. EXECUTION 3.1 ESTABLISHMENT OF GRADES A. For setting and establishing elevations and lines, the Contractor shall secure the services of a licensed land surveyor acceptable to the Architect. Carefully preserve all data and all monuments set by the surveyor and, if displaced or lost, immediately replace to the approval of the Architect and at no additional cost to the Owner. B. Areas having drainage slopes of one-quarter (1/4) inch per foot or more shall have grade stakes, set with an instrument, at grid intervals of fifty (50) feet. Intermediate stakes may be set by using tightened string line over the tops of the instrument established stakes. Areas having drainage slopes of less than one-quarter (1/4) inch per foot shall have grade stakes, set with an instrument, at twenty-five (25) foot intervals. 3.2 PROTECTION OF EXISTING INSTALLATIONS: Make every effort to protect existing installations whether indicated on the plans or not. Existing installations which become damaged by the Contractor's operations, shall be repaired or replaced at no additional cost to the Owner. 3.3 SOIL STERILIZATION (Treflan): Apply the sterilant evenly at the rate of 3 to 4 gallons per acre to all areas on which gravel is to be applied. The Contractor shall take every precaution necessary to prevent contamination of adjacent soil areas with sterilant and for the protection of personnel. Certification shall be furnished, if requested, to the Architect showing the purchase receipt and rate of application of the material. 3.4 AGGREGATE BASE: Furnishing, spreading and compacting aggregate base shall conform to State Standard Specification Section , "Aggregate Bases". Aggregate base shall be compacted to the thickness indicated on the paving plan and to at least 95% of ASTM D- 1557-70 maximum dry density. 3.5 ASPHALTIC CONCRETE PAVEMENT THICKNESS: Place asphaltic concrete to the finished depths indicated on the paving plan. 3.6 FURNISHING, SPREADING AND COMPACTING: Furnishing, spreading and compacting asphalt concrete shall conform to State Standard Specification Section _, "Asphalt Concrete". 3.7 SMOOTHNESS: The completed pavement surface shall be smooth, dense and of uniform texture and appearance. All areas shall drain with flow lines being free of depressions which PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pemtit Issue 9/27/96 SECTION 02500 Pagc 5 PAVING AND SURFACING permit water to stand. When required by the Architect, depressions exceeding one-quarter (1/4) inch in ten (10) feet shall be corrected at no cost to the Owner. Patching will not be acceptable. 3.8 WOOD EDGE TREATMENT: Provide wood edge as indicated on the Drawings. 3.9 FORMED CURBS ON SITE: Concrete formed curb, reinforcement expansion joints and locations shall be as indicated on the Drawings. 3.10 CURB AND WALK FORMS A. Forms, wood or steel, shall be staked securely in place, true to line and grade. Sufficient support shall be given to the form to prevent movement in any direction, resulting from the weight of the concrete placement. B. Forms shall not be set until the subgrade has been compacted within one inch of the established grade. Forms shall be clean and well oiled prior to setting in place. When set, the top of the form shall not depart from grade more than one-eighth (1/8) inch when checked with a ten -foot straight edge. C. The alignment shall not vary more than one-quarter (1/4) inch in ten (10) feet. Immediately prior to placing the concrete, forms shall be carefully inspected for proper grading, alignment and rigid construction. Adjustments and repairs as needed shall be completed before placing concrete. 3.11 PLACING CONCRETE A. The subgrade shall be properly compacted and brought to specified grade before placing concrete. The subgrade shall be thoroughly dampened immediately prior to the placement of the concrete. Concrete shall be spaded and tamped thoroughly into the forms to provide a dense, compacted concrete free of rock pockets. The exposed surfaces shall be floated, finished and brushed longitudinally with a fiber hair brush acceptable to the Architect. See Section 03300 of these Specifications for walk finish. B. The rate of concrete placement shall not exceed the rate at which the various placing and finishing operations can be performed in accordance with these Specifications. 3.12 STRIPPING FORMS AND FINISHING A. The face form of the curb shall be stripped at such time in the early curing as will enable inspection and correction of all irregularities that appear thereon. B. Forms shall not be removed until the concrete has set sufficiently to retain its true shape. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 Page 6 PAVING AND SURFACING C. The face of the curb shall be troweled with a tool cut to the exact section of the curb and at the same time maintain the shape, grade and alignment of the curb. D. The exposed surface of the curb shall be brushed with a fiber hair brush. 3.13 CURING A. White pigment or transparent curing compounds shall be applied to all exposed surfaces immediately after finishing. Transparent curing compounds shall contain a color dye of sufficient strength to render the film distinctly visible on the concrete for a minimum period of four hours after application. B. If, at any time during the curing period, forms are removed, a coat of curing compound shall be applied immediately to the exposed surface. The curing compound shall be applied in sufficient quantity to obscure the natural color of the concrete. C. Additional coats shall be applied if the Architect determines that the coverage is not adequate. The concrete shall be cured for the minimum period of time set forth in Section 39-3.20, (APWA). 3.14 FINISHED WORK A. The work shall be performed in a manner which results in a curb or curb and gutter constructed to specified line and grade, uniform in appearance and structurally sound. B. Curbs found with unsightly bulges, ridges, low spots in the gutter or other defects shall be removed and replaced at the Contractor's expense if the Architect considers them to be irreparable. C. When checked with a ten (10) foot straight edge, grade shall not deviate more than one- eighth (1/8) inch, and alignment shall not vary more than one-quarter (1/4) inch. 3.15 PORTLAND CEMENT CONCRETE PAVEMENT A. Portland cement concrete pavement shall conform to State Standard Specifications Section _ "Portland Cement Concrete" and Section , "Portland Cement Concrete Pavement". B. Control joints shall be constructed at 15' intervals. C. Pavement shall be reinforced with at least 6x6 W1.4 x W1.4 welded wire fabric. Furnishing and placing reinforcement shall conform to State Standard Specification Section , "Reinforcement". PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 1195.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 Page 7 PAVING AND SURFACING D. Subgrade of the concrete pavement shall be properly moisture conditioned in accordance with the Soils Report. 3.16 PRECAST BUMPER: Provide precast concrete bumpers as indicated on Drawings and secure with steel dowels. 3.17 LANE STRIPPING: Lane stripping shall conform to state standards. 3.18 CLEAN-UP: Clean-up the job site prior to acceptance of the work. All dirt, spoil and debris shall be removed and the entire site shall present a clean, workmanlike appearance. Damage to paint work from paving operations shall be corrected by the paving contractor. 3.19 GRADE RELEASE: No grade release will be signed or accepted by the Owner. Also in context with the above, no overage costs will be paid by the Owner for additional rock base or asphalt. END OF SECTION 02500 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 93-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02500 Page 8 PAVING AND SURFACING (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility • M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02580 PAVEMENT MARKING PART 1. GENERAL: 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section) A. This work shall consist of furnishing and applying paint on pavement surfaces, in traffic lanes, parking bays, areas restricted to handicapped persons, crosswalks, and other detail pavement markings, in accordance with the details shown on the drawings. B. Details not shown shall be in conformity with the State standards for Traffic Control Devices for Streets and Highways, and similar requirements established by the U.S. Department of Transportation, Federal Highway Administration. C. Coordinate related work specified in other Sections of the Specifications, including, but not limited to the following: 1. Asphalt Concrete Paving Section.02500 2. Cast in Place Concrete Curbs Section 03300 3. Other Exterior Painting Section 09900 1.3 QUALITY ASSURANCE: A. Use only materials which are manufacatured exclusively for the purpose of pavement marking and painting. 1.4 SUBMITTALS A. Furnish Manufacturer's Certificates and Data certifying that the following materials conform to the requirements specified. B. Paint Manufacturer's Literature. 1.5 APPLICABLE PUBLICATIONS A. The publications listed below form a part of this specification to the extent referenced. The publications are referenced in the text by the basic designation only. B. Federal Specifications (Fed. Spec.): 1. TT -P -110C Paint, Traffic, Black (Non-reflectorized) PRICECOSTCO, INC. 1141 Saxon Drive M. P. li 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02580 Page 2 PAVEMENT MARKING 2. TT -P -115F Paint, Traffic, Highway, White, and Yellow PART 2 PRODUCTS 2.1 PAINT: Paint for marking pavement shall conform to Federal highway marking standards. Use Sherwin Williams ProMar Traffic Marking Paint, colors to match the original color of the existing installations. Use Flat Black, White, Blue, or Yellow where appropriate. 2.2 PAINT APPLICATOR: Apply all markings using approved mechanical equipment (with provisions for constant agitation of paint), capable of applying the marking widths as shown. Use pneumatic spray guns for hand application of paint. All painting equipment and operations shall be under the control of experienced technicians thoroughly familiar with equipment and materials and marking layouts. PART 3 EXECUTION 3.1 SURFACE PREPARATION A. Clean all surfaces thoroughly cleaned before painting. Remove dust, dirt, and other granular surface deposits by sweeping, blowing with compressed air, rinsing with water or using a combination of these methods as required. Rubber deposits, existing paint markings, and other coatings adhering to the pavement shall be completely removed with scrapers, wire brushings, sandblasting, approved chemicals, or mechanical abrasion as directed by the Architect. Option to removal of existing paint markings on asphalt pavement shall be the application of black paint conforming to Fed. Spec. TT -P-110. Apply the paint in as many coats as necessary to completely obliterate the existing markings. B. Where oil or grease are present on old pavements to be marked, scrub affected areas with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinse thoroughly after each application. After cleaning, seal oil -soaked areas with cut shellac to prevent bleeding through the new paint. Pavement marking shall follow as closely as practicable after the surface has been cleaned and dried, but no marking shall be done until the surface has been inspected and permission given by the Architect to proceed. The Contractor shall establish control points for marking and provide templates to control paint application by type and color, at necessary intervals. It shall be the Contractor's responsibility to preserve, and apply marking in conformance with, the control points so established. 3.2 APPLICATION: A. Apply painted markings to the color, length and widths needed to match and recover the existing applications. Produce true, sharp edges and ends. The length and width of lines shall conform within a tolerance of plus or minus three inches and plus or minus one- eighth inch, respectively, in the case of skip markings, the length of intervals shall not PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02580 Page 3 PAVEMENT MARKING exceed the line length tolerance. Temperature of the surface to be painted and the atmosphere shall be above 50 degrees F and less than 95 degrees F. Apply the paint at a wet film thickness of 0.015 inch (15 mils) B. Paint shall be applied in one coat. However, at the direction of the Architect, markings showing light or thin spots may receive additional coats. The maximum drying time requirements of the paint specifications will be strictly enforced, to prevent undue softening of asphalt, and pick-up, displacement, or discoloration by tires of traffic. If there is a deficiency in drying of the marking, paint operations shall be discontinued until cause of the slow drying is determined and corrected. C. Marking applied at less than minimum material rates; deviating from true alignment; exceeding stipulated length and width tolerances; and showing light spots, smears, or other deficiencies or irregularities shall be removed and replaced. Removal methods shall be by carefully controlled sand blasting, approved grinding equipment or other approved method in such a manner that the surface to which the marking was applied will not be damaged. 3.3 PROTECTION: Conduct operations in such a manner that newly painted markings are protected. Place warning signs at entrances to alert approaching traffic. For the benefit of the Contractor small flags or other similarly effective small objects may be placed near freshly applied markings at frequent intervals to reduce crossing by traffic. Damaged portions of markings shall be effaced and replaced by the Contractor at no additional cost to the Owner. 3.4 DETAIL PAVEMENT MARKING: Detail Pavement Markings shall be that marking, exclusive of actual traffic lane marking, at exit and entrance islands and turnouts, on curbs, at crosswalks, at parking bays and at such other locations as shown. Handicapped parking spaces shall be marked by the International Handicapped Symbol at indicated parking spaces. Use a suitable template that will provide a pavement marking with true, sharp edges and ends. 3.5 FINAL CLEAN-UP: Remove all debris, rubbish and excess material from the Station. END OF SECTION 02580 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02580 Page 4 PAVEMENT MARKING (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 �nti: � "..'•;;v.:'s� to SECTION 02660 WATER SYSTEM PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (in this section): The Water System is indicated on the Drawings and includes construction of the complete system from the existing water main in the right-of-way to a point five (5) feet from the proposed building or as indicated on the Drawings. 1.3 RELATED WORK (in other sections): Work related to this section is described in: A. Earthwork Section 02200 B. Paving and Surfacing Section 02500 C. Drainage Section 02710 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. B. Comply with the applicable provisions of all pertinent codes and regulations. References made herein for manufactured materials and installation refer to "Standard Specifications for Municipal Public Works Construction", prepared by State Chapter American Public Works Association, and "Standard Specifications for Water System" and Standard Specifications for Water and Sewer Main Construction. C. Copies of the Specification Standards may be obtained from: D. Obtain encroachment permits from the City of Public Works Department for all work within the public right-of-way. All work shall comply with the City Standard Specifications. 1.5 SUBMITTALS: Submittals shall be as required by the City of 1.6 PRODUCT HANDLING A. Handle pipe to prevent damage to the pipe, pipe lining and coating. Damage to the pipe, pipe lining or coating, shall be repaired to the satisfaction of the City representative and the Engineer or replaced at no additional cost to the Owner. PRICRCOSTCO, INC. 1141 Saxon Drive M. P. ti 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02660 Page 2 WATER SYSTEM B. Protect threaded pipe ends by couplings or other means until the pipe is placed in its final position. C. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or by other means approved by the district representative and/or the Engineer to ensure absolute cleanliness inside the pipe. D. In the event of damage, immediately make all repairs and replacements necessary to the approval of the District representative and the Engineer, at no additional cost to the Engineer. 1.7 SHORING: Design and install all shoring required to maintain the stability of all adjacent structures and excavations required in the execution of this Contract. Shoring shall also conform to Section 02720.1.7. PART 2. PRODUCTS 2.1 PIPE, FITTINGS, VALVES AND VALVE BOXES A. For all main line construction, materials shall be according to City Standards. Main line construction is considered to be the entire system from the connections with the existing water main in the right-of-way to the building side of water meters for domestic service or the terminus of the lines as shown on the Drawings for lines installed without domestic meters. B. Pipe materials for domestic service from the installed meters to a point five (5) feet from the building or as indicated on the Drawings. Coordinate locations with building drawings. C. Fire Hydrant Assemblies: Fire Hydrant Assemblies shall be according to City Standards and as indicated on the Drawings. PART 3. EXECUTION 3.1 SURFACE CONDITIONS A. Prior to all work of this Section carefully inspect the installed work of all other trades. Verify that all such work is complete to the point where this installation may properly commence. Verify that water system may be installed in accordance with the original design, all pertinent codes and regulations, and all pertinent portions of the referenced standards. B. In the event of discrepancy, immediately notify the Architect. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02660 Page 3 - WATER SYSTEM 3.2 CONNECTION TO EXISTING SYSTEM: The City will make the wet taps on the existing main. The Owner will pay the City for the cost of making the taps. Contractor shall schedule the work and coordinate payment of the fee. 3.3 DOMESTIC METERS CIVIL ENGINEER — Are the following statements about meters true for this jurisdiction? Please Verify. A. The City will supply the domestic water meters. The Owner will pay the City for meter material and installation costs as determined by the City. B. The City will tap the main line and install the water service line to the meter box location. 3.4 DETECTOR CHECKS: Provide detector checks according to City Standards and as indicated on the Drawings. 3.5 INSPECTIONS: Inspections of the water system will be performed by the City and the Engineer. Tests will be performed by the City on the water system from its connections to the existing main to the building side of the water meters and detector checks. The fire main will be subject to City Fire Department inspection and testing. 3.6 BUILDING CONNECTIONS: Connect the building water lines to the site water system. 3.7 BLOCKING OR BRACING: Provide blocking and bracing according to City Standards and as indicated on the Drawings. 3.8 CONTAMINATION PREVENTION: Carefully clean all pipe fittings and valves of all dirt and foreign material as they are placed. Plug the open ends of pipe and fittings with a temporary watertight plug whenever work is stopped and when water in the trench threatens to enter the pipe. Exclude groundwater from the pipe at all times. 3.9 TRENCHING AND BACKFILL A. All earthwork shall conform to the requirements of Section 02200 - Earthwork. Trench width shall not exceed local standards. B. Backfilling of trench shall be made with the same materials excavated from the trench providing it meets requirements for fill material called for in Section 02200 - Earthwork and Section 02720 - Drainage. C. Piling or shoring to be added as required for depth of excavations. 3.10 DEWATERING OF TRENCH: In the event water is encountered or accumulates in the trench, it shall be removed during the pipe -laying operation. Maintain the trench in a water- PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02660 Page 4 WATER SYSTEM free condition until the ends of the pipe are sealed and provisions are made to prevent floating of the pipe. Do not allow trench water to enter the pipe. 3.11 HANDLING THE PIPE: During installation, handle the pipe as specified in paragraph 1.05 of this Section. Remove pipe which has become damaged or contaminated from the trench. Clean, repair as required by the City, and relay. 3.12 REMEDIAL MEASURES: Upon direction of the District representative and Engineer, remove, reconstruct and reinstall all components of the water supply system which do not meet the requirements of this Section. 3.13 CLEAN-UP: Upon completion of the work of this Section, leave all components of the system completely free from silt, debris, and obstructions and restore all surfaces to the condition they were in at the start of this Section. END OF SECTION 02660 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02720 SITE DRAINAGE PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): The extent of drainage is indicated on the Drawings. The work includes requirements for installation of underground pipes, manholes, catch basins, and distribution system for the collection and release of storm water. 1.3 RELATED WORK (In Other Sections): Work related to this Section is described in: A. Earthwork Section 02200 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. B. Comply with the applicable provisions of all pertinent codes and regulations. Obtain encroachment permits from the Public Works Department for all work within the public right-of-way. 1.5 SUBMITTALS: None 1.6 PRODUCT HANDLING A. Use all means necessary to protect the materials of this Section, before, during and after installation and to protect the installed work and materials of all other trades. B. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no additional cost to the Owner. 1.7 SHORING: Design and install all shoring so as to maintain the stability of all adjacent structures and/or excavations required in the execution of this Contract. Comply with Sections of the Labor Code of the State of . Do the following in advance of excavation or trenching: A. Submit a detailed plan to the Architect showing the design of shoring, bracing, sloping, and other provisions to be made for worker protection from the hazards of caving during excavation and trenching. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 02720 Page 4 SITE DRAINAGE B. Apply for and obtain all necessary and required permits from the Division of Industrial Safety, in accordance with Section of the Labor Code of the State of PART 2. PRODUCTS 2.1 STORM SEWER PIPE, CATCH BASINS, MANHOLES, ETC.: All material shall be as indicated and specified on the Drawings. 2.2 OTHER MATERIALS: All other materials, not specifically described but required for proper completion of the work of this Section, shall be as selected by the Contractor and subject to the approval of the Engineer. 2.3 TRENCH DRAIN AT LOADING DOCK: A. Scofield "Industrial", S-100 precast drainage 1. Cast-iron bolt down grating. 2. Catch basin S-171 regular. B. Or "Polydrain" by ABT, Inc., Troutman, North Carolina. (704) 528-9806. 1. No. 512 H.D. Grate 2. No. 610 Catch Basin. PART 3. EXECUTION 3.1 GENERAL A. Prior to all work of this Section become thoroughly familiar with the site, site conditions, and all portions of the work falling within this Section. B. Do not allow or cause any of the work performed or installed to be covered up or enclosed by work of this Section prior to all inspections, tests, and approvals. C. Should any of the work be so enclosed or covered up before it has been approved, uncover all such work at no additional cost to the Owner. 3.2 TRENCHING AND BEDDING: Trench width, depth and bedding as required by governing agency. 3.3 BACKFILL: Properly backfill and compact all utility trenches. Backfill material outside the building shall consist of native soils or soils recommended in the Soils Report, compacted in lifts not exceeding 8" in loose thickness. A. Compaction shall be of ASTM D-1557 maximum dry density at a minimum moisture content of 2% above the optimum, Interior backfill shall consist of imported fill PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 � SECTION 02720 Page 5 SITE DRAINAGE or lime treated soils compacted in 8" loose lifts to _ of ASTM D-1557 maximum dry density at or above optimum moisture. B. If granular import material is used as trench exterior backfill, then a zone at least 10' in length where the utility trench crosses the building line shall be backfilled with native material. Import material shall be subject to the approval of the Soils Engineer. C. Care shall be taken to insure that all rocks larger than two (2) inches shall be at least four (4) inches from the pipe. D. Jetting or flooding will not be permitted. 3.4 SURFACE DRAINAGE: Maintain necessary drainage, dewatering, pumping and temporary ditching until completion of work. 3.5 STAKING A. For setting and establishing elevation grade stakes and other surveying necessary for layout, Contractor shall secure the services of a licensed land surveyor acceptable to the Architect. Contractor shall carefully preserve all data and monuments set by the surveyor and, if displaced or lost, shall immediately replace to the approval of the Architect at no additional cost to the Owner. B. All flow lines shall be staked at intervals of twenty-five (25) feet maximum. Laser light in lieu of grade stakes is acceptable. 3.6 UTILITIES: Protect active utilities encountered; notify persons responsible for same. 3.7 FIELD LOCATION DRAWING A. Prior to installation, submit a utilities shop drawing to the Architect for review if lines are to be changed from drawings. B. As -built drawings shall be submitted to the Architect for all utility lines at completion of project. 3.8 CLEAN-UP: Upon completion of the work of this Section, remove all rubbish, trash, and debris resulting from operations. Remove surplus equipment and tools. Leave the site in a neat and orderly condition acceptable to the Architect. END OF SECTION 02720 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02720 Page 6 SITE DRAINAGE (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility . Tukwila, Washington 98188. Bldg Permit Issue 9/27/96 SECTION 02730 SANITARY SEWAGE SYSTEM PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): The extent of the sanitary sewage system is indicated on the Drawings. The work includes requirements for installation of underground pipes, manholes and side sewers. 1.3 RELATED WORK (In Other Sections) A. Earthwork Section 02200 B. Storm Drainage Section 02710 1.4 QUALITY ASSURANCE A. Provide at least one (1) person who shall be present at all times during execution of this portion of the work, be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. B. Comply with the applicable provisions of all pertinent codes and regulations. References made herein for manufactured materials and installation refer to "Standard Specifications for Municipal Public Works Construction" prepared by State Chapter American Public Works Association, and,"Standard Specifications for Sanitary Sewers", as prepared by and for the sewer District and subsequently referred to as "Standards". C. Copies of the Standards may be obtained from: D. Obtain encroachment permits from the City of Department for all work within the public right-of-way. All work shall comply with the City Standard Specifications. 1.5 SUBMITTALS: Submittals shall be as required by the Standards. 1.6 PRODUCT HANDLING A. Use all means necessary to protect the materials of this Section, before, during and after installation and to protect the installed work and materials of all other trades. B. In the event of damage, immediately make all repairs and replacements necessary to the approval of the District representative and Engineer at no additional cost to the Owner. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02730 Page 2 SANITARY SEWAGE SYSTEM 1.7 SHORING: Design and install all shoring required to maintain the stability of all adjacent structures and excavations required in the execution of this Contract. Shoring shall also be in accordance with Section 02720.1.7. PART 2. PRODUCTS 2.1 PIPE A. Size pipe as indicated on the Drawings and as specified in the Standards. B. Side sewer connections to the proposed buildings sizes are indicated on the Drawings and 1. Cast iron, concrete, vitrified clay, ABS conforming to ASTM D2661, or PVC Schedule 40. 2. PVC shall conform to ASTM D1785, ASTM D3033, or ASTM D3034, latest revision and as approved by the "Standards." 2.2 MANHOLES: Manholes shall conform to the City Standards. 2.3 PRE -CAST REINFORCED CONCRETE GREASE TRAP, ASTM C-478: Grease trap to be concrete, pre -cast, two -cell with covers (heavy duty traffic bearing, with waterproof gasket). See Drawings for size and depth required. Unit to be designed to resist lateral earth pressures imposed by an equivalent fluid with a unit weight of one hundred (100) PSF. Interior piping is indicated on Drawings. 2.4 OTHER MATERIALS: All other materials, not specifically described but required for proper completion of the work of this Section, shall be as selected by the Contractor subject to the approval of the City representative and Engineer. PART 3. EXECUTION 3.1 GENERAL A. Prior to all work of this Section become thoroughly familiar with the site, site conditions, and all portions of the work falling within this Section. B. Do not allow or cause the work performed or installed to be covered up or enclosed by work of this Section prior to all inspections, tests, and approvals. C. Should the work be so enclosed or covered up before it has been approved, uncover all such work as required by the City or Engineer, at no additional cost to the Owner. D. Connect the building sewer to the site sanitary sewer system. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 "I:? `44:es.a M.anr SECTION 02730 Page 3 SANITARY SEWAGE SYSTEM 3.2 SURFACE DRAINAGE: Maintain necessary drainage, dewatering, pumping and temporary ditching until completion of work. 3.3 STAKING A. For setting and establishing elevations and lines, secure the services of a licensed land surveyor acceptable to the Architect. Carefully preserve all data and all monuments set by the surveyor and, if displaced or lost, immediately replace to the approval of the Architect and at no additional cost to the Owner. B. All flow lines shall be staked at intervals of 25 feet maximum. Laser light in lieu of grade stakes is acceptable. 3.4 UTILITIES: Protect active utilities encountered; notify persons responsible for same. 3.5 FIELD LOCATION DRAWING A. Submit a utilities shop drawing to the Architect for review if lines are changed from drawings, prior to their installation. B. As -built drawings shall be submitted to the Architect for all utility lines at the completion of the project. 3.6 TESTING A. Notify the City and the Architect upon beginning work on the Sanitary Sewer. B. Complete all testing and inspections required by the City. C. Side sewers shall be tested and inspected for acceptance by the City and the Architect. 3.7 CLEAN-UP: Upon completion of the work of this Section, remove all rubbish, trash, and debris resulting from operations. Remove surplus equipment and tools. Leave the site in a neat and orderly condition acceptable to the Owner's representative. END OF SECTION 02730 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02730 Page 4 SANITARY SEWAGE SYSTEM (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility Tukwila, Washington 98188 M. P. # 95-074 Bldg Permit Issue 9/27/96 ..v+ my...r...r...a.o.v.we.a..noe.......+.ww.•Ny.n, ..c ......pornoeo..rr,...-mwv wwr.rw.,w..r.nx.me.ww.` SECTION 02810 IRRIGATION SYSTEM PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (In This Section): Provide all labor, materials, transportation, and services necessary to furnish and install irrigation system and sleeving as shown on the Drawings and described herein. 1.3 RELATED WORK (In Other Sections) A. Earthwork Section 02200 B. Landscape Planting Section 02900 1.4 QUALITY ASSURANCE AND REQUIREMENTS A. Permits and Fees: The Contractor shall obtain and pay for any and all permits and all inspections as required. B. Manufacturer's Directions: Manufacturer's directions and detailed drawings shall be followed in all cases where the manufacturers of articles used in this Contract furnish directions covering points not shown in the Drawings and Specifications. C. Ordinances and Regulations: All local, municipal and state laws, rules, and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these Specifications, and their provisions shall be carried out by the Contractor. Anything contained in these Specifications shall not be construed to conflict with any of the above rules and regulations or requirements of the same. However, when these Specifications and Drawings call for or describe materials, workmanship or construction of a better quality, higher standard, or larger size than is required by the above rules and regulations, the provisions of these Specifications and Drawings shall take precedence. D. Explanation of Drawings 1. Due to the scale of Drawings, it is not possible to indicate all offsets, fittings, sleeves, etc., which may be required. The Contractor shall carefully investigate the structural and finished conditions affecting all of his work and plan his work accordingly, furnishing such fittings, etc., as may be required to meet such conditions. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation systems, planting, utilities and architectural features. PRICECOSTCO, INC. 1141 Saxon Drive M, P. t/ 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 2 IRRIGATION SYSTEM 2. All work called for on the Drawings by notes or details shall be furnished and installed whether or not specifically mentioned in the Specifications. 3. The Contractor shall not willfully install the irrigation system as shown on the Drawings when it is obvious in the field that unknown obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engineering. Such obstructions or differences should be brought to the attention of the Landscape Architect. In the event this notification is not performed, the Contractor shall assume full responsibility for any revision necessary. 1.5 SUBMITTALS A. Material List 1. The Contractor shall furnish the articles, equipment, materials, or processes specified by name in the Drawings and Specifications. No substitutions will be allowed without prior written acceptance by the Landscape Architect. 2. Complete material list shall be submitted prior to performing any work. Material list shall include the manufacturer, model number and description of all materials and equipment to be used. 3. Equipment or materials installed or furnished without prior acceptance of the Landscape Architect shall be rejected and the Contractor shall be required to remove such materials from the site at his own expense. 4. Review of any item, alternate or substitute indicates only that the product or products apparently meet the requirements of the Drawings and Specifications on the basis of the information or samples submitted. 5. Manufacturer's warranties shall not relieve the Contractor of his liability under the guarantee. Such warranties shall only supplement the guarantee. B. Record and As -Built Drawings 1. The Contractor shall provide and keep up to date a complete "as -built" record set of blueline ozalid prints which shall be corrected daily and show every change from the original Drawings and Specifications and the exact "as -built" locations, sizes and kinds of equipment. Prints for this purpose may be obtained from the Architect at cost. This set of drawings shall be kept on the site and shall be used only as a record set. 2. These drawings shall also serve as work progress sheets, and the Contractor shall make neat and legible annotations thereon daily as the work proceeds, showing the work as actually installed. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 %R.Yt'6tL •:'y{;. c•.x..... u .. w. orun,dall.Av..a.4.4 .roi. 40410444..,+...:.w..,....,n+.w..7..-.•.+e. SECTION 02810 Page 3 IRRIGATION SYSTEM 3. These drawings shall be available at all times for inspection and shall be kept in a location designated by the Landscape Architect. 4. Before the date of final inspection, the Contractor shall transfer all information from the as -built prints to an ozalid sepia, procured from the Landscape Architect at cost. All work shall be neat, in ink, and subject to the approval of the Landscape Architect. 5. The Contractor shall dimension from two (2) permanent points of reference, building corners, sidewalk or road intersections, etc., the location of the following items: a. Connection to existing water lines. b. Connection to existing electrical power. c. Gate valves. d. Routing of sprinkler pressure lines (dimension max. 100' along routing). e. Sprinkler control valves. f. Routing of control wiring. g. Quick coupling valves and drain valves. h. Other related equipment as directed by the Landscape Architect. 6. Thirty (30) days before the date of final inspection, the Contractor shall deliver the corrected and completed as -built sepias to the Landscape Architect. Delivery of the sepias will not relieve the Contractor of the responsibility of furnishing required information that may be omitted from the prints. C. Controller Charts: 1. As -built sepias shall be reviewed by the Landscape Architect before controller charts are prepared. 2. Provide one (1) controller chart for each controller supplied. 3. The chart shall show the area controlled by the automatic controller and shall be the maximum size which the controller door will allow. PRICECOSTCO, INC. 1141 Saxon Drive M. P.1! 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 4 IRRIGATION SYSTEM 4. The chart is to be a reduced drawing of the approved as -built sepias. In the event the controller sequence is not legible when the drawing is reduced, it shall be enlarged to a size that will be readable. 5. The chart shall be a blackline or blueline ozalid print and a different color shall be used to indicate the area of coverage for each station. 6. When completed and approved, the chart shall be hermetically sealed between two (2) pieces of plastic, minimum 6 mil. 7. These charts shall be completed and approved by the Landscape Architect prior to final inspection of the irrigation system. 8. Controller charts shall be attached to the inside surface of the corresponding controller enclosure prior to final review. D. Operation and Maintenance Manuals 1. Prepare and deliver to the Landscape Architect within ten (10) calendar days prior to completion of construction, a cover binder with three (3) rings containing the following information: a. Index sheet stating Contractor's address and telephone number, list of equipment with name and addresses of local manufacturer's representatives. b. Catalog and parts sheets on every material and equipment installed under this Contract. c. Guarantee statement. d. Complete operating and maintenance instructions on all major equipment. e. Construction details from project. f. Complete trouble shooting guide to common irrigation problems. g. Winterization and spring start up procedures. h. Chart of approximate watering times for spring, summer, fall. 2. In addition to the above mentioned maintenance manuals, provide the Owner's maintenance personnel with instructions for major equipment and show evidence in writing to the Landscape Architect at the conclusion of the project that this service has been rendered. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 5 IRRIGATION SYSTEM E. Maintenance Materials to be Furnished 1. Supply as a part of this Contract, the following tools: a. Two (2) sets of tools required for removing, disassembling and adjusting each type of sprinkler and valve supplied on this project. b. Two (2) five foot valve keys for operation of gate valves. c. Two (2) keys for each automatic controller. d. Three (3) quick coupler keys and matching hose swivels for each type of quick coupling valve installed. 2. The above mentioned equipment shall be turned over to the Owner at the conclusion of the project. Before final inspection can occur, evidence that the Owner has received material must be shown to the Landscape Architect. 1.6 PRODUCT DELIVERY, STORAGE AND HANDLING: Handling of PVC pipe and fittings: The Contractor is cautioned to exercise care in handling, loading, unloading, and storing PVC pipe and fittings. All PVC pipe shall be transported in a vehicle which allows the length of pipe to lie flat so as not to subject it to undue bending or concentrated external load at any point. Any section of pipe that has been dented or damaged will be discarded, and, if installed, shall be replaced with new piping. 1.7 GUARANTEE A. The guarantee for the sprinkler irrigation system shall be made in accordance with the attached form. The General Conditions and Supplementary Conditions of these Specifications shall be filed with the Owner or his representative prior to acceptance of the irrigation system. B. A copy of the guarantee form shall be included in the operations and maintenance manual. C. The guarantee form shall be retyped onto the Contractor's letterhead and contain the following information: GUARANTEE FOR SPRINKLER IRRIGATION SYSTEM We hereby guarantee that the sprinkler irrigation system we have furnished and installed is free from defects in materials and workmanship, and the work has been completed in accordance with the Drawings and Specifications, ordinary wear and tear and unusual abuse, or neglect excepted. We agree to repair or replace any defects in material or workmanship which may develop during the period of one year from date of acceptance PRICECOSTCO, INC. 1141 Saxon Drive M. P. k 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 6 IRRIGATION SYSTEM and also to repair or replace any damage resulting from the repairing or replacing of such defects at no additional cost to the Owner. We shall make such repairs or replacements within a reasonable time, as determined by the Owner, after receipt of written notice. In the event of our failure to make such repairs or replacements within a reasonable time after receipt of written notice from the Owner, we authorize the Owner to proceed to have said repairs or replacements made at our expense and we will pay the costs and charges therefore upon demand. PROJECT: LOCATION: SIGNED: Contractor ADDRESS: PHONE: DATE OF ACCEPTANCE: PART 2. PRODUCTS 2.1 MATERIALS A. General: Use only new materials of brands and types noted on Drawings and specified herein, or approved equals. B. PVC Pressure Main Line Pipe and Fittings 1. Pressure main line piping shall be PVC Class 200. 2. Pipe shall be made from an NSF approved Type I, Grade I, PVC compound conforming to ASTM resin specification D 1784. All pipe must meet requirements as set forth in Federal Specification PS -22-70, with an appropriate standard dimension ratio (S.D.R.). (Solvent -weld pipe). 3. Pipe shall be made from NSF approved Type I, Grade I PVC compound conforming to ASTM resin specification 1785. All pipe must meet requirements as set forth in Federal Specification PS -21.70. (Solvent -weld pipe). 4. PVC solvent -weld fittings shall be Schedule 40, 1-2, II -I NSF approved conforming to ASTM test procedure D2466. 5. Solvent cement and primer for PVC solvent -weld pipe and fittings shall be of type and installation methods prescribed by the manufacturer. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 7 IRRIGATION SYSTEM 6. All PVC pipe must bear the following markings: a. Manufacturer's name b. Nominal pipe size c. Schedule or class d. Pressure rating in P.S.I. e. NSF (National Sanitation Foundation) approval f. Date of extrusion 7. All fittings shall bear the manufacturer's name or trademark, material designation, size, applicable I.P.S. schedule and NSF seal of approval. C. PVC Non -Pressure Lateral Line Piping and Sleeving: 1. Non -pressure buried lateral line piping shall be PVC Class 200 with solvent -weld joints. 2. Pipe shall be made from NSF approved, Type I, Grade II, PVC compound conforming to ASTM resin specification D1784. All pipe must meet requirements set forth in Federal Specification PS -22-70 with an appropriate standard dimension ratio (S.D.R.). D. 'Connections between main lines and control valves shall be of Schedule 80 PVC (threaded both ends) nipples and fittings. E. All PVC pipe used on the site shall be from the same manufacturer. 2.2 QUICK COUPLER VALVES: Quick coupler valves shall be as listed on the Drawings. 2.3 CONTROLLERS A. Controllers shall be as listed on the Drawings. B. Provide and install automatic irrigation controller in approximate location shown on Drawings. 120 V.A.C. power and conduit to outside planting area as shown on electrical drawings. C. Final electrical hook-up shall be the responsibility of the irrigation contractor. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 1195-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit issue 9/27/96 SECTION 02810 Page 8 IRRIGATION SYSTEM 2.4 REMOTE CONTROL VALVES: Remote control valves shall be as noted on irrigation schedule. Sizes of remote control valves shall be as listed on the Drawings. 2.5 CONTROL WIRE: Control wire shall be copper with UL approval for direct burial in ground, minimum size #14-1. Common ground wire shall have white insulating jacket; control wire shall have insulating jacket of color other than white. Splices shall be made with 3M #3576 Scotchlok seal packs or approved. 2.6 BOXES FOR AUTOMATIC CONTROL VALVES: Boxes for remote control valves shall be Carson model 1419 plastic valve box, or approved. Provide extensions as required to flush box with finish grade. 2.7 SPRINKLER HEADS A. All sprinkler heads shall be of size, type and deliver the same rate of precipitation with diameter (or radius) of throw, pressure, and discharge as shown or specified. B. Provide spray heads with a screw adjustment. C. Fabricate riser units in accordance with details shown. D. Riser nipples for all sprinkler heads shall be the same size as the riser opening in the sprinkler body. E. All sprinkler heads of the same type shall be of the same manufacturer. 2.8 BACKFLOW PREVENTION UNITS A. Backflow prevention units shall be of the size and type shown. Install backflow prevention units in accord with irrigation construction details, with positive drainage and room for servicing. B. Wye strainers at backflow prevention units shall have a 125 lb. flanged cast iron body with 100 mesh screen. 2.9 GATE VALVES: Gate valves 2-1/2" and smaller shall be 125 pound SWP bronze gate valve with screw-in bonnet, non -rising steam and solid wedge disc. Red, white, Nibco or approved. 2.10 DRAIN ROCK: Unfractured rock, 100% passing a 1-1/2" square sieve and 0% passing a 3/4" sieve. 2.11 PROTECTIVE SLEEVES WITH LOCKING CAPS: Two-inch diameter class 200 PVC, length as required. Caps, Rain Bird #63100. Enclose all drain valves in protective sleeves with locking caps. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 9 IRRIGATION SYSTEM 2.12 SLEEVES FOR PIPING UNDER PAVING A. PVC class 200, sizes as noted, depth as required for piping. B. Extend piping 12" into planter, plug ends and mark at grade with flag label. 2.13 MISCELLANEOUS INSTALLATION MATERIALS: Solvent cement and primers for solvent weld joints shall be of make and type approved by manufacturer(s) of pipe and fittings. Cement shall be maintained at proper consistency throughout use. 2.14 MISCELLANEOUS EQUIPMENT: Provide all equipment called for the by Drawings. PART 3. EXECUTION 3.1 INSPECTION A. Site Conditions 1. All scaled dimensions are approximate. The Contractor shall check and verify all size dimensions and receive Landscape Architect's approval prior to proceeding with work under this section. 2. Exercise extreme care in excavating and working near existing utilities. Contractor shall be responsible for damages to utilities which are caused by his operations or neglect. Check existing utilities drawings for existing utility locations. 3. Coordinate installation of sprinkler irrigation materials, including pipe, so there shall be no interference with utilities or other construction or difficulty in planting trees, shrubs, and ground cover. 4. The Contractor shall carefully check all grades to satisfy himself that he may safely proceed before starting work on the landscape sprinkler system. 5. Coordinate installation of sleeves with other trades. 3.2 PREPARATION A. Physical Layout 1. Prior to installation, the Contractor shall stake out all pressure supply lines, routing and location of sprinkler heads. 2. Make minor changes to conform to ground conditions and note on as -built drawings. B. Water Supply PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 10 IRRIGATION SYSTEM 1. Landscape sprinkler system shall be connected to the water supply point of connection as indicated on the Drawings. 2. Connections shall be made at the approximate locations as shown on the Drawings. Contractor is responsible for minor changes caused by actual site conditions. C. Electrical Supply 1. Electrical connections for automatic controller shall be made to electrical points of connections as indicated on the Drawings. 2. Contractor is responsible for minor changes caused by actual site conditions. 3.3 EXCAVATING AND TRENCHING A. Excavation shall be in all cases ample in size to permit the pipes to be laid at the elevations intended and to permit ample space for joining. B. Make trenches for pipelines deep enough to provide minimum cover from finish grade as follows: 1. 15" minimum cover over main lines to control valves and quick coupling valves. 2. 15" minimum cover over control wires from controller to valves. 3. 12" minimum cover over lateral lines to sprinkler heads. 4. All lines shall have a minimum clearance of 6" from each other and from lines of other trades. Parallel lines shall not be installed directly over one another. C. Restore surfaces, existing underground installations, etc., damaged or cut as a result of excavations, to original conditions in manner approved by the Landscape Architect. D. Where other utilities interfere with irrigation trenching and pipe work, adjust the trench depth as instructed by the Landscape Architect, 3.4 BACKFILLING A. Backfill only after piping has been tested, inspected and approved. B. Backfill material shall be the earth excavated from the trenches, free from rocks, concrete chunks, and other foreign or course materials. Carefully select backfill that is to be placed next to plastic pipe to avoid any sharp objects which may damage the pipe, PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 11 IRRIGATION SYSTEM C. All pipe under asphalt paving shall be backfilled with 4" of clean sand on all sides of pipe. D. Place backfill materials in 6" layers and compact by jetting or tamping to a minimum compaction of 90 percent of original soil density. E. Dress off areas to finish grades and remove excess soil, rocks or debris remaining after backfill is completed. F. If settlement occurs along trenches, and adjustments in pipes, valves and sprinkler heads, soil sod, or paving to the proper level or the permanent grade, subcontractor, as part of the work under this Contract, shall make all adjustments without extra cost to the Owner. 3.5 PIPING A. Use piping as indicated on drawings. Install in accordance with industry standards and manufacturer's recommendations. B. Install all PVC piping using two step solvent weld process only. Cure joints at least 24 hours. C. Paint all galvanized pipe below grade with at least one coat of American Tar Company "Carbon Elastic Paint", #2221 or approved. D. Cap or plug openings as pipeline is assembled to prevent entrance of dirt or obstruction. Remove caps or plugs only when necessary to continue assembly. E. Where pipes or control wires pass through sleeves, provide removable non -decaying plug at ends of sleeve to prevent entrance of earth. 3.6 REMOTE CONTROL VALVES A. Install where shown and group together where practical. Limit one remote control valve per box. B. Locate valves no closer than 12" from walk edges, building and walls. C. Thoroughly flush main line before installing valve. D. Install in ground cover areas where possible. Install valve box parallel or perpendicular to walk. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 12 IRRIGATION SYSTEM 3.7 AUTOMATIC CONTROL WIRING A. Run lines along mains wherever practical. Tie wires in bundles with pipe wrapping tape at 10' intervals and allow slack for contraction between strappings. B. Loop a minimum of three feet (3') of extra wire in each valve box; both control wire and ground wire. C. Connections shall be made by crimping bare wires with brass connectors and sealing with epoxy resin sealer packs. D. Splicing will be permitted only on runs exceeding 500'. Locate all splices at valve locations within valve boxes. All splicing shall be made with Scotch -Lok #3576 connector sealing packs or approved. Field splices between the automatic controller and electrical control valves will not be allowed without prior approval of the Landscape Architect. E. Where control wires lines pass under paving, they shall pass through PVC class 200 sleeves. 3.8 AUTOMATIC CONTROLLER: Connect control lines to controller in sequential arrangement according to assigned identification number of valve. Control lines shall be labeled at controller with permanent non -fading labels indicated identification number of valve controlled. 3.9 FLUSHING OF SYSTEM A. After all new sprinkler pipe lines and risers are in place and connected, all necessary diversion work has been completed, and prior to installation of sprinkler heads, open control valves and use a full head of water to flush out the system. B. Install sprinkler heads only after flushing of system has been accomplished and approved by the Landscape Architect. 3.10 SPRINKLER HEADS AND QUICK COUPLER VALVES A. Thoroughly flush lines before installing heads or QCV's. B. Locate heads and QCV's as shown in the Drawings and details. C. Adjust sprinkler heads for proper distribution and trim. In no case shall spacing exceed maximum recommended by the manufacturer and as listed on the Drawings. 3.11 EXISTING TREES: Where it is necessary to excavate adjacent to existing trees, the Contractor shall use all possible care to avoid injury to trees and tree roots. Excavation in I'RICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 13 IRRIGATION SYSTEM areas where two (2) inch and larger roots occur shall be done by hand. All roots two (2) inches and larger in diameter directly in the path of pipe or conduit, shall be tunneled under and shall be heavily wrapped with burlap, to prevent scarring or excessive drying. Where a ditching machine is run close to trees having roots smaller than two (2) inches in diameter, the wall of the trench adjacent to the tree shall be hand trimmed, making clean cuts through. Roots one (1) inch and larger in diameter shall be painted with two coats of Tree Seal, or equal. Trenches adjacent to trees shall be closed within twenty-four (24) hours; and, where this is not possible, the side of the adjacent to the trees shall be kept shaded with burlap or canvas. 3.12 FIELD QUALITY CONTROL A. Adjustment of the System 1. The Contractor shall flush and adjust all sprinkler heads for optimum performance and to prevent overspray onto walks, roadways, and buildings as much as possible. 2. If it is determined that adjustments in the irrigation equipment will provide proper and more adequate coverage, the Contractor shall make such adjustments prior to planting. Adjustments may also include changes in nozzle sizes and degrees of arc as required. 3. All sprinkler heads shall be set perpendicular to finished grades unless otherwise designated on the Drawings. B. Testing of Irrigation System 1. The Contractor shall request the presence of the Landscape Architect in writing at least 72 hours in advance of testing. 2. Test all pressure lines under hydrostatic pressure of 150 pounds per square inch, and prove watertight for %2 hour with maximum 5 psi loss. 3. Sustain pressure in lines for not less than two (2) hours. If leaks develop, replace joints and repeat test until entire system is proven watertight. 4. All hydrostatic tests shall be made only in the presence of the Landscape Architect, or duly authorized representative of the Owner. No pipe shall be backfilled until it has been inspected, tested and approved in writing. 5. Furnish necessary force pump and all other test equipment. 6. When the landscape sprinkler system is completed, perform a coverage test in the presence of the Landscape Architect to determine if the water coverage for planting areas is complete and adequate. Furnish all materials and perform all work required PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 14 IRRIGATION SYSTEM to correct any inadequacies of coverage due to deviations from plans, or where the system has been willfully installed as indicated on the Drawings when it is obviously inadequate, without bringing this to the attention of the Landscape Architect. This test shall be accomplished before any ground cover is planted. 7. Upon completion of each phase of work, entire system shall be tested and adjusted to meet site requirements. 3.13 MAINTENANCE A. The entire sprinkler irrigation system shall be under full automatic operation for a period of seven (7) days prior to any planting. B. The Landscape Architect reserves the right to waive or shorten the operation period. 3.14 CLEAN-UP: Clean-up shall be made as each portion of work progresses. Refuse and excess dirt shall be removed from the site, all walks and paving shall be broomed or washed down, and any damage sustained to the work of others shall be repaired to original conditions. 3.15 FINAL INSPECTION PRIOR TO ACCEPTANCE A. The Contractor shall operate each system in its entirety for the Landscape Architect at time of fmal inspection. Any items deemed not acceptable by the inspector shall be reworked to the complete satisfaction of the Landscape Architect. B. The Contractor shall show evidence to the Landscape Architect that the Owner has received all accessories, charts, record drawings, and equipment as required before final inspection can occur. C. Inspection schedule: The Contractor shall be responsible for notifying the Landscape Architect and Owner in advance for the following inspections, according to the time indicated: 1. Pre job conference - 7 days 2. Pressure supply line installation and testing - 72 hours. 3. Lateral line and sprinkler installation - 72 hours. 4. Coverage test - 72 hours. 5. Inspection to begin maintenance period - 7 days. 6. Final inspection - 7 days. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 15 IRRIGATION SYSTEM D. No inspection will commence without as -built drawings. In the event the Contractor calls for an inspection without as -built drawings, without completing previously noted corrections, or without preparing the system for inspection, he shall be responsible for reimbursing the Architect at the rate of two and one half times the normal office hourly rate per hour portal to portal (plus transportation costs) for the inconvenience. No further inspections will be scheduled until this charge has been paid. 3.16 EXTENDED MAINTENANCE: In addition to the maintenance required until final acceptance, provide irrigation maintenance for a period of three months after final acceptance of the entire project for all new and existing modified work. Prepare a schedule of all maintenance operations for all maintenance operations for Owner review at time of provisional review. Make adjustments to schedule as directed and as required during the three month period. Provide a minimum of two site visits per week for the entire three month maintenance period. Keep records of all operations and submit to Owner for review on a monthly basis. Irrigation maintenance shall include: A. Adjustments to the system as needed including adjusting watering times, nozzles, valves, PRV's, etc. to fine tune and balance the system. B. Repair of detective work which becomes apparent during the maintenance period. C. Any other maintenance to the irrigation system to provide complete coverage with minimal overthrow and no fogging. D. Supplemental watering if required. E. Winterization and spring start up of irrigation system. END OF SECTION 02810 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 1195-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02810 Page 16 IRRIGATION SYSTEM (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive Tukwila, Washington 98188 M. P. # 95-074 Bldg Permit Issue 9/27/96 J�frnR'.ac+Fv..a.v..v..,w«..m+r...r.....r..n....w....ww...w.w•,...arr11•.41w.414w..n+..+w.w.**r+r,+n..w�w..w+.n. SECTION 02900 LANDSCAPE PLANTING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (in this section): Work includes all materials, equipment and labor necessary for finish grading, planting of trees, shrubs and ground cover and lawn, and rough grass seeding; protection, maintenance, guarantee and replacement; and related items necessary to complete the work indicated on the Drawings and/or specified. 1.3 RELATED WORK (in other sections): A. Clearing of site Section 02100 1.4 QUALITY ASSURANCE A. Installer/Supplier Qualifications 1. To be "Specialist," with minimum five (5) years experience in the field. 2. Under this section, either the Supplier, or an individual or firm under the Supplier's direct supervision, is to perform the work. In either case, he/she is to be registered in the State of B. Plant material in accordance with the following reference specifications where applicable: 1. "Ornamental Evergreen and Deciduous Plants, Nursery Stock Standards for the Department of Agriculture" (Order No. 1229, 1230, 1320, 1321, 1322). 2. "American Standard for Nursery Stock," (ASNS), current edition. 3. Hortus III, current edition. 4. Plant names shall conform to the latest edition of "Standardized Plant Names" as adopted by American Joint Committee of Horticulture Nomenclature. C. Fertilizer: Conform to State Department of Agriculture Laws and Federal Specification 0 -F -241D pertaining to commercial fertilizers. D. Seed: Conform to USDA rules for seed certification. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 2 LANDSCAPE PLANTING 1.5 SUBMITTALS A. Within 30 days after award of contract, submit documentation that all plant material, seed, and sod has been ordered. B. Submit for review the following items: 1. One (1) gallon topsoil sample for each type specified. 2. One (1) gallon mulch sample. C. Submit three (3) copies of planting schedule showing scheduled dates for each type of planting in each area of site within 30 days after award of contract. 1.6 SUBSTITUTIONS A. Approval of substitutions will be made only in exceptional cases when the Contractor submits satisfactory evidence that, through no fault of his own, specified or otherwise approved items cannot be obtained in time to avoid delay of the work. In any case, substitutions are subject to acceptance by the Landscape Architect. B. Trees and shrubs of larger size may be used if acceptable to Landscape Architect, and if sizes of roots or balls are increased proportionately. 1.7 PRODUCT DELIVERY, STORAGE AND HANDLING A. Deliver packaged materials in containers showing weight, analysis and name of manufacturer. Protect materials from deterioration during delivery and while stored at the site. B. Trees and Shrubs 1. Provide freshly dug trees and shrubs. Do not use trees or shrubs which have been in cold storage or heeled -in. 2. Do not prune prior to delivery. Do not bend or bind -tie trees or shrubs in such a manner as to damage bark, break branches or destroy natural shape. Provide protective covering during delivery. 3. Deliver trees and shrubs after preparations for planting have been completed and plant immediately. If planting is delayed more than six (6) hours after delivery, set trees and shrubs in shade, protect from weather and mechanical damage, and keep roots moist. C. Do not remove container -grown stock from containers until planting time. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 3 LANDSCAPE PLANTING D. Seed: Store seed as recommended by supplier. E. Sod: Protect pallets of sod from sun, and water thoroughly. 1.8 JOB CONDITIONS A. Installer must examine the subgrade, verify the elevations, observe the conditions under which work is to be performed. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the installer. B. Proceed with and complete the landscape work as rapidly as portions of the site become available, working within the seasonal limitations for each kind of landscape work required. C. Determine location of underground utilities and perform work in a manner which will avoid possible damage. Hand excavate, as required, to minimize possibility of damage to underground utilities. Maintain grade stakes set by others until removal is mutually agreed upon by all parties concerned. D. When conditions detrimental to plant growth are encountered, such as rubble fill, adverse drainage conditions, or obstructions, notify Landscape Architect before planting. Take any steps required to improve drainage, including mounding around individual plants and daylighting pits. E. Plant or install materials during normal planting seasons for each type of landscape work required. Correlate planting with specified maintenance period to provide maintenance for 3 months after acceptance by the owner. F. Provide all necessary safeguards, as approved and/or required by the Landscape Architect, for the protection of all planted areas until provisional inspection/acceptance is accomplished, or for such time as it requires to assure vigorous establishment of the plant material. 1.9 GUARANTEE A. Guarantee trees, shrubs and ground cover for a period of one (1) year after date of acceptance against defects including death and unsatisfactory growth, except for defects resulting from neglect by Owner, abuse or damage by others, or unusual phenomena or incidents which are beyond Landscape Contractor's control. Replace all dead plants and plants with numerous dead limbs in the same size as those originally planted. B. Seeded/Sodded Areas: Guarantee a relatively uniform, acceptable stand of grass with no bare spots over 3" square in seeded or sodded areas at time of provisional inspection. Re -install, in the manner originally specified, any area which fails to vigorously establish PRICECOSTCO, INC. 1141 Saxon Drive M. P. k 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 4 LANDSCAPE PLANTING a uniform stand for any reason whatsoever. Fill to finish grade with approved topsoil and reseed or resod all areas which evidence settlement. Repeat as required until final acceptance at Contractor's expense. C. Remove and replace trees, shrubs and ground cover found to be dead or in unhealthy condition during guarantee period. Plant missing trees, shrubs and plants. Make replacements during growth season following end of guarantee period. Furnish and plant replacements which comply with requirements shown and specified. Also, replace trees and shrubs which are in doubtful condition at end of guarantee period, unless, in the opinion of the Landscape Architect, it is advisable to extend guarantee period for a full growing season. D. The Landscape Architect will make another inspection at the end of the extended guarantee period, if any, to determine acceptance or rejection. E. Rough seeded areas: Guarantee a relatively uniform, acceptable stand of grass with no bare spots over 12" square at time of provisional inspection. Reseed any areas which fail to vigorously establish a uniform stand for any reason whatsoever. Repeat as required until final acceptance at Contractor's expense. 1.10 FIELD QUALITY CONTROL AND SITE REVIEWS A. Notification: Give 48 hours notice to the Landscape Architect when an inspection is desired. B. Site Reviews: Architect or representative will review -- 1. Rough Grades: Review subgrades prior to placement of topsoil. 2. Finish Grades: Review finish grade prior to any planting or seeding. 3. Plant Material: Review all plant material at the site prior to installation. Remove unsatisfactory material from the site immediately. 4. Plant Locations: Adjust and approve staked plant locations prior to installation. 1.11 PROTECTION A. Protect materials against harm from wind and unusual weather. Special planting techniques, defoliating, wiltproofing, or spray misting may be required by Architect for unseasonal planting, prolonged periods of drought, and the like. 1. Soak significantly dry root balls before planting. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 . • SECTION 02900 Page 5 LANDSCAPE PLANTING 2. Perform no work in, over, or adjacent to planting areas without proper protection and safeguards. B. Protect surrounding areas and surfaces to preclude damage, including erosion and trespassing, and injury to the public. C. Take particular care to prevent pavement staining from fertilizers. PART 2. PRODUCTS 2.1 TOPSOIL A. Planting Mix: specified imported topsoil amended with 25% (by volume) organic material from an approved source. B. Imported Topsoil: Screened, sandy loam, weed -free, minimum six percent (6%) organic material, as approved by Landscape Architect. Test at approved testing lab for pH, trace minerals, N, P, K and recommendations. Amend as recommended at no additional cost. Submit invoice of amendments when requested. 2.2 PLANTS / SEED A. Conform to American Association of Nurserymen's specifications true to name. Plants to be first quality, well -foliated with well-developed root systems and a normal, well - shaped trunk, limbs, stems and a head. Plants deemed unsuitable may be rejected before or after delivery. Plant material is required to be free of evidence of disease, insects, insect eggs, and larvae. Oversize plants may be used with approval, but at no increase in price. Balls that are cracked, broken or dry to the center will be rejected. B. Acclimatize any plant materials not grown in for a minimum of one (1) growing season prior to installation. C. Deciduous Trees 1. Provide trees of height and caliper listed or shown and with branching configuration recommended by ANSI Z60.1 for type and species required. Provide single -stem trees except where special forms are shown or listed. a. Containerized trees are acceptable for use on the project. D. Deciduous Shrubs 1. Provide shrubs of the height shown or listed and with not less than the minimum number of canes required by ANSI Z60.1 for the type and height of shrub required. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. b 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 6 LANDSCAPE PLANTING a. Provide balled and burlapped deciduous shrubs. b. Container -grown shrubs will be acceptable in lieu of balled and burlapped deciduous shrubs, subject to specified limitations for container -grown stock. E. Coniferous and Broadleafed Evergreens 1. Provide evergreens of the sizes shown or listed. Dimensions indicate minimum spread for spreading and semi -spreading type evergreens and height for other types, such as cone, pyramidal, broad upright, and columnar. 2. Provide normal quality evergreens with well-balanced form complying with requirements for other size relationships to the primary dimension shown. a. Container -grown evergreens will be acceptable, subject to the specified limitations for container -grown stock. F. Ground Cover: Provide plants established and well -rooted in removable containers and with not less than the minimum length of runners required by ANSI Z60.1 for the pot size shown or listed. Install ground cover at centers as indicated on Drawings in all planting beds in straight, even consistent rows. G. Rough Grass: Refer to Drawings for seed mix and application rate. H. Seeded Lawn: Refer to Drawings for seed mix and application rate. I. Sod: Number 1 quality, premium grade, free from weeds as approved. 2.3 FERTILIZERS AND SOIL AMENDMENTS A. General: Approved brands conforming to applicable state fertilizer laws. Uniform in composition, dry, free-flowing, delivered to the site in original unopened containers, each bearing the manufacturer's guaranteed analysis. B. Trees, Shrubs and Ground Cover 1. Formula 4.2.2 "Transplanter" as manufactured by Pacific Agro Company, with Hercules Nitroform and W.R. Grace's "Magamp" and trace elements. Apply at a rate of: a. Trees 8 oz. per tree b. Shrubs 4 oz. per shrub c. Ground cover 2 oz. each plant PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 7 LANDSCAPE PLANTING 2. Agriform Tablets: Planting tablets, 21 -gram size, as manufactured by Agriform international Chemicals, Inc., 20-10-5 analysis. Apply at a rate of: a. Trees 4 tablets per tree b. Shrubs 2 tablets per shrub c. Ground cover 1 tablet each plant C. All Seeded Areas: Formula 6-20-20 applied at time of seeding at rate of 300 pounds per acre. D. Sodded Areas: Formula 12-4-8 with 30% of mix as 38% ureaformaldehyde applied at a rate of five (5) pounds per 1000 square feet prior to placement. Follow up fertilization of all areas prior to acceptance. 2.4 STAKES AND GUYS: Material as per standard detail, stained to match building with one coat of approved stain. 2.5 MULCH: Ground fir or hemlock bark (no pine) of uniform color, free from weeds, seeds, sawdust, and splinters, and shall not contain resin, tannin, wood fiber, salts, or other compounds detrimental to plant life. Size range of 'A" to 1-1/4" with maximum of thirty percent (30%) passing a''/z" screen. 2.6 SELECTIVE HERBICIDE: Treat ground cover bed with an approved selective pre -emergent herbicide and remove all foreign weeds prior to acceptance. 2.7 HYDROMULCH: Select wood fiber mulch and emulsifier as approved. 2.8 TACKIFIER: J -Tac or approved equal. Apply at manufacturer's suggested rate. PART 3. EXECUTION 3.1 INSPECTION: Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. Beginning work constitutes acceptance of conditions as satisfactory. A. Verify subgrades and final grades in rough seeded areas as properly prepared. B. Verify grades with Architect before commencement of planting, preferably at time of staking and layout. C. Give appropriate notice of adverse drainage conditions. D. Give appropriate notice of contaminants discarded by other trades, such as thinner, cementitious products, and the like. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 8 LANDSCAPE PLANTING 3.2 FINISH GRADING A. Finish grade all planting, lawn and seeded areas and fine grade as may be necessary or incidental to all planting operations. Establish finish grades in accordance with elevations shown in the Drawings, insuring that no pockets nor any other surface obstructions to positive drainage are present. Insure positive drainage away from building. B. Subgrades shall be established at the following depths below finish grade: 1. Planting areas within 10' of buildings, 8" (6" topsoil, 2" mulch) 2. Other planting areas: 6" (4" topsoil, 2" mulch) 3. Rough grass: Finish grade all rough grass areas using on site material. 4. Lawn areas: 4". C. Acceptable Tolerance: 1" plus or minus throughout, 'A" adjacent to paving or structures. D. Prior to placing topsoil in areas, thoroughly rototil all planting and lawn areas to a depth of 6". Place topsoil uniformly over entire area, and rototil to a depth of 6", incorporating amendments and subsoil with topsoil. No tilling is required in rough seeded areas. E. Rake, float, drag, roll, and perform all necessary operations to remove surface irregularities and to provide a firm, smooth surface with positive surface drainage. Remove all rocks, sticks, and other debris 1" and larger in planting lawn areas and rough seeded areas. F. Grade as indicated after installation of topsoil and mulch flush with adjacent surfaces unless otherwise specified or detailed. 3.3 PERFORMANCE A. Planting Time: Plant trees, shrubs and ground covers during periods which are normal for such work, as determined by season, weather conditions, and accepted practice. At the option and on the full responsibility of the Contractor, planting operations may be conducted under unseasonable conditions without additional compensation. B. Plant Locations: 1. After placement of topsoil, stake tree locations and position shrubs above ground as per Drawings for approval. If ground position is more than 1'-6" from plan position, consult with Landscape Architect before proceeding. Make minor field adjustments to avoid obstructions to planting such as irrigation equipment. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pemtit Issue 9/27/96 SECTION 02900 Page 9 LANDSCAPE PLANTING Landscape Architect reserves the right to field adjust plant locations prior to planting. 2. All plants are required to have positively draining pits. Daylight planting pits, add draining swales or over excavate and backfill with gravel to provide well -drained conditions. C. Planting Trees 1. Excavate tree pits 6" deeper and twice the diameter of the root ball. Excavated soil shall be removed from the site. Thoroughly scarify bottom of pits by shovel cutting to a depth of 12". Sides of pits shall also be shovel cut to help root penetration. If bedrock is encountered, mound soil around tree or relocate as directed. 2. Place tree in upright position in center of pit, release root covering or spread roots. Roots of trees shall be so placed as to have a natural spread and distribution and planting mix shall be carefully, thoroughly packed and puddled around them. Take care not to injure root system while backfilling and compacting. After water settles, fill again with planting mix and water compact to a grade of not more than %A" higher than the original ball. Leave soil dished around the tree for watering purposes for trees which are watered by bubblers only. 3. Extend tree pits as required to allow for proper drainage. 4. Fertilize trees at the specified rate applied uniformly around circumference of root spread under a cover of 2" of planting mix. Stake and guy trees immediately after planting as per standard detail. All supports and trees shall stand vertical. D. Planting Shrubs and Ground cover 1. After topsoil placement and approval of finish grade, excavate planting pockets at locations shown on Drawings and as directed to a diameter of twice the root spread and to a depth that will insure a 3" cushion of compacted planting mix below the root ball. Dispose of excavated soil on site as directed. 2. Set plants upright in center of hole flush with finish grade, release root covering or spread roots. The roots of the plant shall be placed as to have a natural spread and distribution. Backfill with specified planting mix to finish grade, working soil well around the roots and heel -tamping to compact backfill and provide slight depression as watering saucer. Care shall be taken not to injure the root system while backfilling and compacting the planting mix. 3. Fertilize at the specified rate applied uniformly around the circumference of the root spread under a cover of 2" of planting mix. Plant ground cover plants at spacing PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 02900 Page 10 LANDSCAPE PLANTING indicated in straight, evenly spaced, triangulated rows. First row of ground cover at 12" from paving or curb unless otherwise noted. E. Sodding 1. Soil Preparation: As per "Finish Grading" section. 2. Lay fresh sod with tight, staggered joints in a running bond pattern. 3. In sloped areas, lay sod up and down slope. Trim edges adjacent to walks, curbs, walls, etc., for neat, tight fit. Rolling: When initial watering has settled out, in 24 to 48 hours, the sod shall be rolled diagonally with a 300 pound roller to hasten the bond between sod and topsoil bed. 4. After rolling, water sod thoroughly to 8" - 10" depth. 5. Repair any depressions which develop through guarantee period. F. Seeding 1. Seed using specified mix with hydromulch, emulsifier and fertilizer. Protect areas from erosion and damage during establishment period. 2. Prior to seeding, water area to a minimum depth of 6". 3. Overseed any bare areas and repair any settlement to provide a full, even, vigorous stand of grass. G. Mulching: Immediately after completion of all planting, mulch all planted areas to a minimum compacted depth of 2". Remove all irregular bark pieces and foreign material. H. Pruning and Repair 1. Upon completion of the work under this contract, all trees shall be pruned as directed by the Landscape Architect and any injuries repaired. 2. Pruning shall be done in such a manner as not to change the natural habit or shape of the plant. Required plant sizes are the size after pruning. All cuts shall be made flush, leaving no stubs. On all cuts over 3/4" in diameter and bruises or scars on the bark, the injured cambium shall be traced back to living tissue and removed. Wounds shall be smoothed and shaped so as not to retain water, and the treated area shall be coated with approved tree wound compound. I. Pre -Emergent PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ..004..,,001, 4..1,4...x.... WPOIAI SECTION 02900 Page 11 LANDSCAPE PLANTING 1. Apply pre -emergent to planting areas. Apply 60 to 90 days after planting. 2. Submit material invoice to Owner. 3.4 MAINTENANCE/PLANT MATERIALS: Begin maintenance following installation of each tree/shrub, ground cover, or lawn area and continue as follows until final acceptance: A. Include watering, weeding, cultivating, spraying, fertilizing, mowing, tightening, and repairing of stakes, removal of dead materials, erosion repair, reseeding, resodding, resetting plants to proper grades and upright position, and other required operations, as frequently as needed. B. Protect and maintain until acceptance of the project, or agreed (in writing) partial - acceptance. C. Replace any vandalized plant materials until the work is accepted by Owner. D. As soon as conditions permit within normal planting season, remove from site and replace with new specimens (at your expense), plants that are either dead or in unsatisfactory condition, as determined by the Landscape Architect. Refer to 2M-01 (I) Guarantee. E. Identify replacements and take whatever necessary steps to prevent similar demise of plant materials. F. Maintain barriers around lawn areas until established, then remove from site. 3.5 CLEANING A. Daily Cleanup: Keep site areas clean, neat and orderly: 1. Exclude dirt and rubbish from paved and planted areas. 2. Prior to final inspection, remove deleterious materials and debris. 3. Rake neatly around plants to an even fine grade. Remove weeds. 4. Wash hard surfaces clean. 5. Remove flag labels from trees and shrubs. B. Final Cleanup: Maintain areas in clean, neat and orderly manner: 1. Prior to final inspection, remove deleterious material and debris. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 12 LANDSCAPE PLANTING 2. Rake and clean planting areas neatly to an even fine grade, with no weeds present. 3. Wash and clean hard surfaces, including paving and wall faces soiled by work of this section. 4. On acceptance of the work, remove surplus material, equipment and debris from the site. 3.6 PLANT SCHEDULE AND DETAILS: See Drawings. 3.7 EXTENDED MAINTENANCE: In addition to the maintenance required until final acceptance, provide landscape maintenance for a period of three months after final acceptance of the entire project for all new and modified planting. Prepare a schedule of all maintenance operations for owner review at time of provisional review. Make adjustments to schedule as directed and as required during the three month period. Provide a minimum of two site visits per week for the entire three month maintenance period. Keep records of all operations and submit to Owner for review on a monthly basis. Landscape maintenance shall include: A. Mowing and edging of all lawn areas, including removal of clippings, a minimum of once weekly, or more if needed. B. Fertilization of all lawn and shrub areas using an approved slow release fertilizer at manufacturer's recommended rate in March, May, July and September. (Use winterizer type in fall fertilization). C. Weed control in all lawn and shrub areas using turf spray in lawn areas and mechanical means only in shrub/ground cover areas. D. Pruning if necessary to train plant material forms. Removal of dead limbs/branches. E. Power and hand spraying of trees/shrubs if required for insect or disease control. F. Thatching and reseeding of lactims as necessary. G. Leaf pick-up and removal in all site areas as required by season. H. Lawn pest control as required. I. Repair of any damaged landscape areas for any reason other than vandalism or automobile damage. J. Mowing of rough grass areas once every two months. K. Provide litter control in all landscaped areas a minimum of once per week. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 02900 Page 13 LANDSCAPE PLANTING END OF SECTION 02900 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 BIdg Permit Issue 9/27/96 SECTION 02900 Page 14 LANDSCAPE PLANTING (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive Tukwila, Washington 98188 M. P. # 95-074 Bldg Pertnit Issue 9/27/96 "(�,��!vr%:<...rv.;^r: kvui.4..i..v....r..n....................._.s.........�.........«r...v....w....+.wuwvw.wumwnww.aw.,eiierrrv.n•..�a.._+a�.�wirva'rnr.w+v�.w.Wx.unv.�u.>..nwn. nor SECTION 03100 CONCRETE FORMWORK PART 1. GENERAL 1.1 SCOPE : Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section) : Do all concrete formwork required for completion of the work indicated on the Drawings and specified herein. 1.3 STRUCTURAL NOTES: Refer to the Structural Notes indicated on the Drawings. 1.4 COORDINATION : Compare Architectural, Structural, Mechanical, and Electrical Drawings to insure correct and complete installation of embedded items. Allow other trades necessary time and facilities. Bring all discrepancies to the attention of the Architect prior to commencing formwork. PART 2. PRODUCTS 2.1 FORM MATERIALS: Comply with ACI 301. A. Plywood Forms - All Exposed Work: New "Plyform" grade Douglas Fir or APA B -B Plyform, Class 1 Grade. All forms shall be sound, undamaged sheets with clean true edges, sealed and factory treated with form sealer. Thicknesses as required to support concrete at rate poured with no bowing of forms between supports. If forms are not new, obtain approval before using. B. Steel Forms C. Minimum 16 gauge thick, stiffened to support weight of concrete with minimum of deflection. D. Interior Floor Slab Forms: Forms may be made of any rigid material capable of maintaining the required tolerances and producing a sharp, neat construction joint. Acceptable form materials include, but are not limited to: 1. Carefully planed softwood (2" nominal thickness). 2. Common lumber with an adjustable steel edge at the top. 3. Long lengths of laminated wood (Microlam). E. Tubular Column Forms: Standard round spirally wound laminated fiber material; inside surface treated with release agent. Burke, Sonutube, Permatube, Jefferson SmurFit, or approved equivalent. F. Form Ties PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03100 Page 2 CONCRETE FORMWORK 1. For exposed to view surfaces use snap -off metal of fixed lengths with removable standard 1" size cones, with minimum 3/4" break off depth from surface. Fill tie holes with dry cement mortar and ram solid. 2. For unexposed surfaces, not permanently exposed to view, form ties may be cut off flush with the formed surface. 3. Dayton "Sure -Grip", Richmond "Snap-Tys", or approved equal; spaced maximum 2'-0" o.c. each way, type recommended by manufacturer for conditions of installations. 4. Wire ties and wood spacers are not permitted. G. Form Sealer: Colorless coating material which will not stain concrete, absorb moisture, or impair natural bonding, or impair color characteristics of coating/finish intended for use over concrete. 1. "Form Saver" - Sonneborn Building Products, Inc. 2. Grace Construction Materials 3. "Antisol" - Sika Chemical Corporation. H. Chamfer strips of smooth and continuous material, 3/4" legs and 1" face at forty-five degree angle. PART 3. EXECUTION 3.1 FORM WORKMANSHIP A. General: 1. Conform to shape, lines, and dimensions indicated on the Drawings. Erect formwork, shoring and bracing to achieve design requirements. Brace and tie together to insure that position and shape are maintained and to ensure stability of formwork. 2. Where exposed, make joints in plywood flush in regular pattern, and as inconspicuous as possible. 3. Provide access openings as required for cleaning and inspection of forms and embedded items prior to placing concrete. 4. If forms are re -used, clean and re -coat with approved form sealer. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03100 Page 3 CONCRETE FORMWORK B. Erection of Interior Floor Slab Forms: 1. Erect a side form at each construction joint indicated on the drawings. Top edges of side forms shall be these requirements: a. The elevation difference between two points 10' apart, measured down the length of any form, shall not exceed 1/8". b. The elevation difference between adjacent forms, measured at right angles to the forms, shall not exceed 1/8". 3.2 TREATMENT OF FORMS A. Plywood forms: 1. For surfaces to be painted, use silicone -type bond breaker, or approved equal, applied in accordance with manufacturer's recommendations. 2. Coat other surfaces with approved stainless form oil, using minimum quantity required for satisfactory removal. 3. Apply form release agents to formwork in accordance with manufacturer's instructions, prior to placing accessories and reinforcement. Do not apply form release agent where concrete surfaces will receive special finishes or coating which are affected by the agents. 4. Clean forms as erection proceeds, to remove foreign matter. 3.3 CORING: Provide coring of slabs and walls as required and approved. 3.4 INSERTS, EMBEDDED COMPONENTS, ANCHORS AND OPENINGS A. Provide formed openings where requried for work to be embedded in and passing through concrete members. B. Coordinate work of other sections in forming and setting openings, slots, recesses, chases, sleeves, bolts, anchors, and all other inserts. C. Install concrete accessories straight, level and plumb, unless indicated on the Drawings otherwise. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 93-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03100 Page 4 CONCRETE FORMWORK D. Install anchors furnished by fabricator in accordance with approved setting drawings of the material involved. Approved dovetail -type of 22 gauge, 1" x 1" galvanized steel with removable insert. 3.5 REMOVAL OF FORMS A. Do not remove forms, shoring, and bracing until concrete has sufficient strength to support its own weight and construction Toads which may be imposed upon it. Remove forms progressively so no unbalanced loads are imposed on structure. B. Remove forms without damage to concrete surfaces. Repair all blemishes by patching and sacking. END OF SECTION 03100 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03200 CONCRETE REINFORCEMENT PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Do all "Concrete Reinforcement" required for completion of the cast -in place concrete work indicated on the Drawings and specified herein. 1.3 STRUCTURAL NOTES: Refer to the Structural Notes as indicated on the Drawings, for all grades and strengths of reinforcement. 1.4 SHOP DRAWINGS: Submit in accordance with the Conditions of the Contract. A. Prepare complete bending and placing diagrams, prepared by a professional reinforcing steel detailer in accordance with ACI publication No. 15, latest edition. 1. Indicate reinforcement sizes, spacings, locations, and quantities, bending and cutting schedules, and supporting and spacing devices. 2. Placement diagrams to indicate required concrete cover. B. Submit mill test reports for all high strength reinforcement. PART 2. PRODUCTS 2.1 REINFORCING BARS: ASTM A615, yield grade, deformed billet steel bars, plain finish. Steel grade marked for shipment to include certificate of inspection. 2.2 REINFORCING GENERAL: See Structural Notes. 2.3 SUPPORTS AND ACCESSORIES A. Supports to be well cured concrete blocks or approved metal chairs. Include all devices necessary for proper placing, spacing, and fastening steel in place. B. Galvanized accessories in all areas where finish is exposed. (Plastic substituted with Architect's approval). 2.4 WELDED WIRE FABRIC: Conform to ASTM A-82 and A-185, plain type, in flat sheets, plain finish. Steel grade marked for shipment to include certificate of inspection. Wire spacing and size number as indicated on Drawings. PART 3. EXECUTION PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03200 Page 2 CONCRETE REINFORCEMENT 3.1 FABRICATION: Reinforcement to be unpainted, uncoated, free from rust or loose scale. Bending and splicing in accordance with ACI 315, latest edition. 3.2 PREPARATION A. Notify inspection agency, building officials and Architect after reinforcement is placed and before wall forms are closed. B. Cast no concrete until reinforcement has been inspected and approved, by building department inspector and independent testing inspector. 3.3 INSTALLATION A. Place steel accurately in accordance with approved placing diagrams. Fasten securely in place with #16 double annealed iron wire to prevent displacement before and during casting of concrete. B. Exercise care that reinforcement is protected by the required minimum thickness of concrete, as indicated in approved placement diagrams. C. Ensure reinforcing is clean, free of loose scale, dirt and other foreign material. D. See Structural Drawings for all reinforcement sizes, spacings and clearances. END OF SECTION 03200 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 CAST -IN-PLACE CONCRETE PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (IN THIS SECTION): Perforin all cast -in-place Portland cement concrete work on site and in the building, including the following: A. All interior concrete work, including footings, foundations, floor slabs, and structural elements shown on the drawings. B. Exterior slabs on grade adjacent to the building, including perimeter sidewalks and curbs, pads for Loading Dock, for Baler, for Compactor, and for mounting Electrical switch gear and transformers. C. Other cast in place Portland cement work shown on the drawings. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Inspections and Tests Section 01400 B. Site Cement Concrete Curbs, Gutters, and Walks not adjacent to the Building Section 02500 C. Trench Drains at Truckwells and Produce Cooler Section 02720 D. Tilt -up Concrete Construction Section 03430 E. Water Repellent Section 07150 1.4 STANDARD SPECIFICATIONS: Keep one (1) copy of ACI Field Reference Manual (SP - 15) containing ACI -301 and ACI 302 in Contractor's jobsite office. References are available from American Concrete Institute, P.O. Box 19150, Redford Station, Detroit, MI 48219 (313) 532-2600. All product application to conform to the manufacturer's recommendations. A. Structural Concrete: Conform to "Specifications for Structural Concrete for Building" ACI -301, as modified herein and on the drawings as part of these Specifications. B. Concrete Slabs on Grade: Conform to "Guide for Concrete Floor and Slab Construction" ACI -302, as modified herein and on the drawings as part of these Specifications. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 2 CAST -IN-PLACE CONCRETE 1.5 SUBMITTALS A. Concrete Mix Design 1. (15) Fifteen days prior to placing concrete submit written mix designs of each proposed mix for each class of concrete to Architect for review. Mix designs shall include the following: a. Floor Slab Mix Designs: Provide a combined shrinkage test per ASTM C-157 on a trial batch of the proposed floor slab mix design, using actual aggregates, additives, and cement of the proposed mix for this project as called for in Structural Notes. Prepare at least three (3) specimens for determining "drying shrinkage". Test takes 28 days. Start the test as soon as Contract is let. b. All Other Concrete Mix Designs: Refer to the Structural Notes for specific proportions. c. All admixtures proposed for use shall be listed on each mix design for which it is proposed. Mix design submittals shall include manufacture's literature for every proposed admixture. 2. Do not begin concrete production until mix designs and admixtures have been reviewed and accepted by the Structural Engineer and Architect. 3. Review of mix design does not relieve Contractor of responsibility of concrete performance. B. Seal & Hardeners: Submit to the Architect the following: 1. Materials list of items proposed to be provided under this section. 2. Manufacturer's specifications of the specified products to be used. 3. Manufacturer's recommended installation procedures which, when reviewed by the Architect, became the basis for installation procedure used. 4. Letter from product manufacturer approving applicator for this project. Do not proceed with application of these products until after Architect has returned reviewed submittals. C. Joint Armor and Fillers 1. Submit manufacturer's cut sheet of joint armor material to be used for Architect's review. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 3 CAST -IN-PLACE CONCRETE 2. Submit manufacturer's cut sheet of control joint filler to be used for Architect's review. Submit letter from manufacturer stating application is approved by manufacturer. 3. Submit manufacturer's cut sheet of exterior construction joint filler to be used for Architect's review. 1.6 DEFECTIVE WORK: Remove and replace as directed all concrete work which is damaged or improperly placed, cured, or finished. 1.7 STRUCTURAL NOTES AND DETAILS: Refer to Structural Notes and Details as indicated on the Drawings. 1.8 EMBEDDED ITEMS - GENERAL CONTRACTOR'S RESPONSIBILITY: Embedded items should not impair structural strength of concrete or displace reinforcing steel. General Contractor is responsible for supervision of the placement by all trades. 1.9 WARRANTY: A. Seal and Hardener Warranty: The manufacturer shall reseal all defective areas of the concrete for twenty (20) years, supplying material and labor. Upon completion of the work, as a condition of its acceptance, furnish the Owner/Architect with a written labor and material warranty signed by the manufacturer. PART 2. PRODUCTS 2.1 AGGREGATE BASE COURSE UNDER FLOOR SLAB: Base under warehouse slab shall be trimmable; crushed, partially crushed, or naturally occurring fractured face granular material from approved sources. A. Plant -mix material in accordance with state standard specifications for road and highway construction, "Aggregates for Ballast and Crushed Surfacing" for `crushed surfacing' with 1-'W maximum grading. B. Place in lift not exceeding 6" in thickness. C. Compact lift to at least 95% of ASTM D-1557-70 maximum dry density. 2.2 CONCRETE A. General 1. Use only ready -mix concrete furnished by an established supplier. 2. Conform to specification for ready -mixed concrete, ASTM C94. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 4 CAST -IN-PLACE CONCRETE B. Quality: 1. Concrete shall attain the ultimate strength called for in Structural Notes, and shall be determined by standard 3 and 7 day (type III cement) and 7 and 28 day (type I cement) cylinder tests, ASTM C-31 and C-150. 2. Slabs on grade: - 3" to 4" maximum slump 3. Walls and footings - 3" to 4" maximum slump 4. See Structural General Notes. C. Components 1. Cement: Portland Cement, one brand of uniform color conforming to ASTM -C 150. See Structural Notes. 2. Aggregate a. Fine - Natural sand conforming to ASTM C33. b. Coarse - Natural gravel conforming to ASTM C33, size No. 467 or 1 %2" to No. 4 size. Free from deleterious substances. c. Floor Slab: Mix design shrinkage test shall achieve a combined shrinkage characteristic of 0.032% maximum at 28 days. d. Loading dock wall: Use aggregate gradation the same as slab on grade, except limit maximum aggregate size to 1". 3. Water a. Clean and free from deleterious substances and shall be potable. b. Maximum water to cement ratio = .49. c. Limit water to cement ratio to 0.45 and use Type 'V' cement where soils water soluble sulfate exceeds 0.20 percent by weight. d. Add no water to concrete at the site. e. If increased workability is required, submit mix design with super -plasticizer admixture to be added at the concrete plant. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 5 CAST -IN-PLACE CONCRETE 4. Admixtures a. Air entraining agent - ASTM C-260 Master Builders MicroAir or MB -AE -90, or equivalent. b. Non -shrink admixture - "Sika Set AER" by Sika Chemical Corp. or approved equal. c. Bonding agent - 1) "Flex -Con" by Euclid Chemical Company. 2) "Everbond", by L & M Construction Chemicals, Inc. d. All admixtures must be accepted in writing by the Architect prior to use. D. Proportioning and Design of Concrete Mixes 1. Refer to Structural Notes for specific proportions. 2. Prepare design mix for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. If trial batch method used, use an independent testing facility acceptable to Architect/Structural Engineer for preparing and reporting proposed mix designs. The testing facility shall not be the same as used for field quality control testing. 3. Use no fly ash in concrete. 4. Use no air entrainment for interior slab on grade. 5. Adjustment to Concrete Mixes: Mix design adjustments requested by Contractor, when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, shall be at no additional cost to Owner. Laboratory test data for revised mix design and strength results shall be submitted to and accepted by Architect before using in work. 6. Add no water to concrete at site. 2.3 SEAL / HARDENER : Use one of the following products, (Test for adhesion in resilient tile areas before application.) -- A. "Shur -Seal", as manufactured by Paul M. Wolff Co., Inc., 536 West Southern Avenue, Orange, CA, 92665; (714)974-0630. PRICECOSTCO, INC. 1141 Saxon Drive M. P. I1 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 6 CAST -IN-PLACE CONCRETE B. "Seal Hard" as manufactured by L & M Construction Chemicals, Inc., 14851 Calhoun Rd., Omaha, NB 68152, (402) 453-6600. C. No alternate material, or substitutions will be considered or accepted. D. The Seal / Hardener Manufacturer shall submit material data and information about proposed applicator to the Architect for approval before proceeding with the work -- 1. Distribute to all bidders information on their products and pricing, spec data sheet and Material Safety Data Sheets. 2. Distribute to all bidders, a list of trained, certified applicator subcontractors allowed to bid the application of the product specified. The manufacturer shall also designate a technical representative responsible for this project. 2.4 INTERIOR SLAB JOINT MATERIALS A. Metallic Mortar Joint Compound at Construction Joints (Type C. J.) 1. "Euco-Plate" H.D. by Euclid Chemical Co. 2. "Masterplate 200" , by Master Builders, Inc. 3. "Ferro Tuff", by Dayton Superior Corp. 4. No alternatives, no substitutions. B. Joint Fillers for Shrinkage Joints (Type S. J.) 1. Joint Filler: "Chemtron CP 2010" as manufactured by Chemtron Polymers, Inc., 1105 Terminal Way, Suite 202, Reno, NV 89502, (800) 541-9972 or contact Nick Ehnot at (206) 743-7495 or FAX (206) 745-9452. 2. No alternate, no substitutions. 2.5 EXPANSION JOINTS AT FREEZER SLABS: A. Premolded Expansion Gasket: Burke Neoprene Sponge Rubber, %" thick, with matching width, removable Burke Joint Cap to protect gasket top during construction. B. Filler: "Chemtron CP 2010", t,vo-part flexible joint filler system by Chemtron Polymers, placed after removal of joint cap. C. No alternate, no substitutions. PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 7 CAST -IN-PLACE CONCRETE 2.6 MISCELLANEOUS A. Non -shrink grout - 1. "Embeco" Masterflow #713 by Master Builders, Inc. 2. "Duragrout", by L & M Construction Chemicals, Inc. 3. "Euco N-Sgrout", by Euclid Chemical Co. 4. As per Structural Notes. B. Non -Slip Additive: Conform with ADA requirements for slip resistance. Abrasion coefficient not to exceed 0.80 slip resistance for ramps. 1. "Euco Non -Slip", by the Euclid Chemical Co. 2. "Grip it AO", by L & M Construction Chemical, Inc. 3. "Emery Non -Slip" by Dayton Superior Corp. PART 3. EXECUTION 3.1 PRE -CONCRETE MEETING: A primary objective of this work is to deliver a crack -free concrete building slab, with a hard burnished finish, to the Owner at the completion of this project. A. Before any concrete is placed, schedule and hold a meeting, to be led by the Architect's representative, to review the project requirmenents and the expected end product results. B. Notify the following to assure Meeting attendance by qualified reprentatives -- 1. General Contractor 2. Concrete Subcontractor 3. Concrete Finishing Foreman 4. Mix Supplier 5. Representatives for a. Concrete Mix Supplier b. Seal / Hardener Manufacturer c. Shrinkage Joint Filler Manufacturer d. Metallic Mortar Joint Compound Manufacturer 3.2 PREPARATION: PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 9S-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 8 CAST -IN-PLACE CONCRETE A. Notify the Architect, and appropriate material testing agencies at least 24 hours before an intended pour. B. Make Sure No Concrete is Placed until all reinforcing, steel pipes, conduits, sleeves, hangers and all other work required to be built into concrete is inspected by required testing agencies and approved by local building officials. 3.3 PLACING CONCRETE A. Use Agitator Type Trucks and place within 1-1/2 hours after introduction of water. Keep equipment clean and free of dried concrete. B. Concrete Placing, Once Started, shall be carried on as a continuous operation until placing of section is complete. Convey in a method to insure no separation, segregation or intrusion of foreign matter. Coat existing concrete to be joined with new concrete with concrete bond, where called for in structural drawings, applied in accordance with manufacturer's instructions. C. All Concrete Shall Be Thoroughly consolidated by means of mechanical vibrators. D. Maximum Allowable Placing temperatures as indicated in ACI -301 and outlined below: 1. Hot weather (maximum) 80 F. (If higher, use ACI -305) 2. Cold weather (minimum) 40 F. (If lower, use ACI -306) E. Stop Slabs At Construction Joints as indicated on the Drawings. Structural slab stops to be approved by the Structural Engineer. F. Screed Slabs To Proper Elevations without irregularities. Maintain joint edges as indicated on Drawings. Allowable tolerance for all finished slabs shall be FF35 and FL25. Survey forms during placement of concrete to maintain consistent level. 3.4 INTERIOR SLAB CONSTRUCTION JOINTS (TYPE C. J.) A. Make Armored Construction Joints at each edge of each poured concrete slab, where shown on the drawings, except slab edges at perimeter walls. B. After Poured Slab Is Screeded and level with forms, cut out and remove a wedge-shaped portion of the concrete to form a taper with %z" depression at the form face, sloping up 4" to blend and feather edge with the remaining slab. C. Float This Section Smooth, filling all voids and shaping the joint with a wooden hand float. Let the concrete stiffen sufficiently to support the Metallic Mortar Joint I'RICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P.1195-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 9 CAST -IN-PLACE CONCRETE Compound. DO NOT PLACE METALLIC MORTAR TOO SOON AS IT MAY OTHERWISE SINK INTO THE CONCRETE. D. Mix the Metallic Mortar Joint Compound in accordance with the manufacturer's instructions to get a very stiff consistency (stiffer than brick mortar). E. Mixture and yield for Construction Joints, based on Euco-Plate H.D. for armored construction joints at stiff mortar consistency: 1. Bag size: 50 lbs/bag 2. Yield @ '/2" to 0"-4": a. 2.25 Lbs./lin. ft./side of joint. b. 4.5 lbs/lin. ft./both sides of joint. c. Approx. 22 L.F./bag/side of joint or 11 lin. ft./bag per joint. F. Just prior to placing the Metallic Mortar in the joint sections, float the area again with a wood float to open the surface of the plastic concrete to insure good bonding between the metallic mortar and the concrete. G. Place Mortar by hand or with a shovel neatly along the edge of the slab and pack it into place and float level with the slab. H. Make all construction joints as plain, vertical butt joints, with sharp, square edges. Do not tool the joints. When making the second pour at a construction joint, do not let mortar from the second pour build on top of the first pour. If newly place Mortar is allowed to harden on previously placed material despite this prohibition, remove it by grinding. 3.5 FINISHING INTERIOR CONCRETE SLAB: A. Once the Metallic Mortar is placed and floated level, finish and steel trowel the slab throughout whether or not scheduled to receive finished flooring. Trowel by hand or machine to produce a hard burnished, dense glossy surface free from trowel marks. Where indicated on Drawings, slope evenly to drains. Do not finish bleed water into the surface of the slabs. B. Do not use unvented waters in the presence of new concrete. C. Grind all construction joints smooth. D. Cure the slab taking care to not mar the surface. 3.6 SHRINKAGE JOINTS (TYPE S. J.) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 4 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 10 CAST -IN-PLACE CONCRETE A. Cut Shrinkage Control Joints into the slab using a Soff-Cut "G-2000" power saw. Use a 10" diameter, 1/8" wide blade. Cut slab as soon as it will support the weight of the saw and operator without disturbing the final finish. B. Do Saw Cutting by a workman approved by saw manufacturer. Contact: Soff-Cut International, 1112 Olympic Drive, Corona, CA 91719 (714) 272-2330. 1. Slab is normally ready to cut within 2 hours after doing final finish at each control joint location. 2. Slab hardness must be between 150 psi to 800 psi when cutting is done. a. If ambient temperature allows, cutting may be performed before curing application to control shrinkage stress. b. Cold weather concrete placements may extend the initial start of control joint installation. To insure desired performance, test cut 2' - 6' L.F. at proper depth. If desired results are achieved, continue to complete balance of cuts at control joint locations. 3. Make cut 1-1/4" deep, 1/8" wide. Make cut dry and remove dust and dry powder by vacuum, or light soft sweep. 4. Keep sharp blade in saw. When replacing a dulled blade, also replace manufacturers skid plate on the saw to avoid spalling and raveling. C. Install Soff-Cut Joint Spacers at intersection cuts to maintain openness until joint filler is applied. 3.7 CURING A. Protect all concrete against damage from rain, weather, and vandalism. Pitted or rough concrete will not be accepted. Remove damaged concrete and replace. B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete. Keep concrete moist for a least the first two (2) days after pour when concrete and air temperatures are above 50 F; longer periods of curing, as directed, when temperatures are below 50 F. C. Protect fresh concrete from direct rays of sun or excessive drying wind. Wet cure for 7 days, using reinforced kraft paper to cover surface, "Orange Label Sisalkraft" by Fortifiber Corportation, Los Angeles, CA 90023, (213) 268-6783 FAX: (213)264- 8247, or approved equal protective cover. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 11 CAST -IN-PLACE CONCRETE 3.8 APPLICATION OF SEAL / HARDENER COATS: Use only trained and certified, manufacturer authorized applicators and subcontractors to provide and apply the Seal / Hardener. Only workmen who are throughly trained and experienced in the necessary crafts, and who are thoroughly familiar with the specified requirements and the methods shall take charge of this phase of the work. A. Quality Assurance 1. Comply with the manufacturer's recommended installation procedures which, when approved by the Architect, will become the basis for accepting or rejecting the actual installation procedures used on the work. 2. Do a coverage rate test by applying Seal / Hardener to approximately 500 square feet of new slab at a place designated by the Owner's Representative. a. Observe the rate of absorption to determine if absorption is outside of the limits set by the manufacturer. b. If coverage rate test indicates that the floor is using above -normal amounts of Seal / Hardener, stop application then notify the Architect and the Seal / Hardener manufacturer for further directions. 3. If coverage rate test indicates satisfactory conditions, apply to remaining interior exposed concrete surfaces in accordance with manufacturer's instructions. 4. In the event of damage, immediately make replacements and repairs to the approval of the Architect and at no additional cost to the owner. B. Application Requirements 1. Two applications are required. The first application at 200 sq. ft./gallon as the curing agent at time of concrete placement. the second application at 400 sq. ft./gallon as the final coat, after final cleaning of the concrete and before racking. 2. Curing application to be by an applicator approved by Architect and manufacturer and supervised by a manufacturer representative and the Contractor. Notify manufacturer's representative two (2) days prior to application. 3. Finish application to be completed by an applicator approved by Architect and manufacturer. Notify manufacturer's representative two (2) days prior to application. C. Follow the manufacturer's directions and the following: PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 12 CAST -IN-PLACE CONCRETE 1. Apply seal immediately following the final concrete finishing operation as soon as the concrete is firm enough to work on. This will help prevent temperature and hairline cracking. 2. Apply using a low pressure spray. Keep all concrete surfaces wet for 30 - 45 minutes. 3. After this period, when the treated surfaces become slippery under foot, lightly sprinkle the surfaces with water to aid penetration. 4. After the surface begins to dry once again, flush the entire surface with water to remove excess material, alkali, or impurities. Squeegee or wet vacuum the surfaces completely dry. Rerinse entire surface with water if needed. D. Finish Application (Second Application) -- Follow the manufacturer's directions and the following: 1. Clean concrete to a dirt free condition according to sealer manufacturer's requirements. Cleaning shall be done with high -PH detergent (PH equaling 8 or more on a Litmus test). Cleaning shall remove all construction latents from surface of the slab until concrete is completely exposed and free of contaminants. a. Power sweep entire floor area; blow out all corners and column footings. b. Scrape the floor as required to remove remaining form glue, texture over spray, paint drips and all other built-up materials on the surface. c. Machine sand floor surface with 60 grit sandpaper to remove all residue, excess joint filler, and all other foreign matter. d. Treat all oil spots with oil emulsifier and oil absorber materials to remove oils from below the surface. Detail scrub with high PH detergent. e. Power scrub the entire floor with automatic scrubber capable of a minimum of 100 lbs. pressure, equipped with nylo-grit or strato-grit brush head or black stripping pad and high PH detergent. f. Power rinse surface, removing all traces of soap residue. 2. Prior to racking and after the cleaning of the concrete is complete, apply sealer to all exposed concrete areas. 3. Apply sealer with low pressure sprayer at 400 sq. ft./gallon coverage rate. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 13 CAST -IN-PLACE CONCRETE 4. Use a lambs wool or fine bristle broom to spread the sealer evenly across the concrete surface. Do not allow to puddle. 5. Allow sealer to dry into surface for 30 minutes. After 30-40 minutes remove all excess material. 6. Keep standing water off concrete surface for 30 days. Do not wet scrub for 21 days. 3.9 INSTALLATION OF JOINT FILLERS A. Preparation (Control Joints, Construction Joints) 1. Prior to application of joint fillers, clean all joint surfaces, including interior side walls of joints, down to bare concrete. Remove all contaminants using a dry diamond routing blade to remove concrete latence, cures and hardeners, construction dirt and all other debris. Leave no residue in joint. Use a dust free angle grinder saw, such as the Saw Tec Crack Vac, or equivalent. 2. Once joints have been routed clean, wire wheel the joints and vacuum clean for a dust free condition to allow ultimate bond between filler and concrete. 3. Clean only as much joint length as can be filled in one day. Joints shall be dust and moisture free at time of application. 4. Instruct personnel to review all MSDS data and wear appropriate safety equipment. 5. Mix activator with base before product is ready to use. Duplex pumping of the materials is the preferred method of application. Use a pump manufactured by Adhesive Systems Technology, (612) 721-8685 for this purpose. This allows more wet contact time of polymer to concrete. If materials are placed by hand, apply within 2-3 minutes of mixing. B. Control Joints Filler Installation 1. At time of racking, inspect all control joints. Fill portions of control joints exposed to traffic with joint filler. 2. Use no backer rods, sand or other backing material in control joints. Fill all joints full depth with Chemtron CP 2010. Top off joint with additional joint filler and leave slight over -pour. Do not tool. Allow 90 minutes for cure, then shave off over - pour using a 4 -inch razor knife, flush with finish floor. Do not shave filler while still gummy. 3. Protect freshly placed material from traffic for 1 hour after installation. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 14 CAST -IN-PLACE CONCRETE 4. Joints which are concave or not flush with the floor, too low, saw out to a minimum depth of ''/s". Clean and refill to the required flush profile. 5. Upon completion of the joint filling, the Owner's representative will inspect the installation. The Contractor will drill a minimum of 12 holes through the control joints at locations directed by the Owner's representative. Filler which is not of the proper depth will be brought to the attention of the Owner's representative, who may direct the Contractor to remove and re -do the joint filler in the inadequate areas. Fill the test holes with joint filler. C. Construction Joints (Interior) 1. At time of racking, inspect all construction joints. All joints that have opened to thickness of credit card or more shall be filled with Chemtron CP 2010 per instructions for control joints. D. Construction Joints (exterior) 1. Clean joints per instructions for joint filler preparation. 2. Install backer rod in exterior joints leaving a depth of %' for joint filler. 3. Install Chemtron CP 2010 in joint to level with concrete surface. E. Interior Floor Slab Crack Repair 1. Repair all cracks exposed to fork lift traffic. Cracks under racks need not be repaired. 2. Repair all cracks wider than 1/8", all cracks which have noticeable spalling, and all cracks with differential movement of more than 0.010" when crossed by a loaded fork lift. 3. Method of Crack Repair: a. Rout out the crack with a concrete saw or special crack router, forming a groove at least 1" deep with sharp, vertical sides. Make the groove wide enough to eliminate all spalled areas. b. Blow the crack clean with compressed air. c. Use backer rod to create a vertical dam at each end of the length to be filled. Do not use backer rod at the bottom of the crack. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 03300 Page 15 CAST -IN-PLACE CONCRETE d. Fill the crack with semi-rigid epoxy filler, Chemtron CP 2010, following manufacturer's instructions and as described in Control Joints Filler Installation. If the repair is more than '/2" wide, mix the epoxy with sand according to the manufacturer's instructions. 3.10 MISCELLANEOUS A. Concrete fill around pipes, ducts, and conduit passing through floors and walls. B. Concrete fill or grout all metal door frames, exterior doors only (not interior). C. Provide Latex type flooring underlayment or approved; apply over interior concrete slabs which, in the Architect's opinion, are too rough or uneven to provide a satisfactory base for floor finish materials. D. Concrete fill around all steel guard posts. E. Concrete floor to receive ceramic tile epoxy mortar shall be free of sealers, curing compounds, oil, dirt and dust, and shall be dry. Where curing compounds have been used in areas to receive tile, mechanically scarify concrete slab prior to tile installation. 3.11 EXTERIOR CONCRETE SLABS ON GRADE FINISH: Includes perimeter sidewalks, pads for Loading Dock, for Baler, for Compactor, A. Float and trowel surfaces to a smooth and level surface. B. Seed all surfaces with Non -Slip Additive. Broadcast by hand as recommended by manufacturer to get surface slip resistant coefficient of 0.80 max. 1. Apply additive to walks at rate of 25 lbs per 100 square feet. 2. Apply additive to exterior concrete ramps at rate of 40 lbs per 100 square feet. C. Retrowel surfaces with additive D. Broom finish all surfaces. 3.12 LOADING DOCK & TRUCK WELL DRAINAGE SYSTEM INSTALLATION A. Install per manufacturer's recommendations and as detailed on the Drawings. Slope bottom of trench drain towards catch basin. B. Install grating flush with concrete. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 03300 Page 16 CAST -IN-PLACE CONCRETE C. Verify outlet invert elevation with storm drain system prior to installation. END OF SECTION 03300 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive • M. P. # 95-074 Tukwila, Washington. 98188 Bldg Permit Issue 9/27/96, SECTION 04100 MORTAR PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (IN THIS SECTION): Do all mortar work required for completion of the indicated on the Drawings and specified herein. 1.3 RELATED WORK (In Other Sections) A. Unit Masonry Section 04200 1.4 REFERENCED STANDARDS: ASTM C 109 Standard test method for compressive strength of hydraulic cement mortars ASTM C 270 Standard specification for mortar for unit masonry ASTM C 476 Standard specification for grout for masonry 1.5 SUBMITTALS A. Submit mix design to Architect for review on all job -mix mortar. If ready -mix mortar is used, furnish certificates from mixing plant stating that mortar delivered to project conforms to these Specifications. PART 2. PRODUCTS 2.1 MORTAR A. General Requirements 1. Comply with ASTM C 270, C 780 or C 1142 for reinforced masonry. 2. Use color as part of mortar appearance, add at a rate recommended by manufacturer of colorant, to get color selected by Architect. B. Components 1. Cement - Portland Cement conforming to ASTM C 150 (type 1). One brand of uniform color. 2. Lime - Conform to ASTM C207, minimum of 92% hydrated. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04100 Page 2 MORTAR 3. Aggregates - a. Mortar - conform to ASTM C144. b. Grout - conform to ASTM C404. Provide "fine" grout when so specified on Structural Drawings. 4. Water - Clean and free of deleterious substances (potable). 5. Proportions and Mixing - a. Setting Mortar Cement: ASTM C 270 or UBC Standard 24-19 "Type S" b. Follow ASTM C 270 Proportion Specifications. Masonry cement not permitted. 2.2 GROUT A. Grout for hollow masonry unit cells, lintels and bond beams: ASTM C 476, observing "Grouting Limitations" described in the applicable building code. B. Other locations: ASTM C 476, fine grout. 2.3 ADMIXTURES: A. Water -Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMU, containing integral water repellent by same manufacturer. Use "Dry -Block Mortar Admixture" by W.R. Grace & Co. Add in proportions as recommended by manufacturer. Waterproof cement of type specified may be used in lieu of waterproofer at Contractor's option. B. Colored Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes. Use only pigments with a record of satisfactory performance in masonry mortars. 1. True Tone Mortar Colors; Davis Colors. 2. Centurion Pigments; Lafarge Corporation. 3. SGS Mortar Colors; Solomon Grind -Chem Services, Inc. PART 3. EXECUTION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04100 Page 3 MORTAR 3.1 STORAGE OF MATERIAL: Store material in such a manner as to prevent deterioration or intrusion of foreign matter. Do not use material, which, in Architect's opinion, has become unsuitable. 3.2 MEASURING AND MIXING A. Measure ingredients accurately following recommendations of manufacturer. Mix in mechanical drum type mixer for minimum of 3 minutes until mortar is completely and uniformly mixed. DO NOT retemper mortar at the mixer. B. Hand mixing permitted for small quantities only, and only with approval of the Architect. C. Maintain workability and consistency of mortar on the board to produce easy working under the trowel. Discard mortar which has stood more than two hours after mixing. D. DO NOT use mortar in which cement material has started to set. E. Antifreeze compounds NOT PERMITTED in mortar. 3.3 INSTALLATION OF STEEL DOOR FRAMES A. Set plumb, level and true. Hold securely in position until installation is complete. B. Install three (3) standard anchors per jamb, 12 inches into concrete masonry units. C. Fill with fine grout between frame and masonry surround. 3.4 INSTALLATION OF METAL WINDOWS A. Set plumb, level and true. Secure in position until installation is complete. B. Secure to masonry as detailed. END OF SECTION 04100 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. to 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04100 Page 4 MORTAR (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 �tu'u'itil6l:7, SECTION 04200 UNIT MASONRY PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Exterior single wythe masonry unit wall assemblies indicated on the Drawings and specified herein, and required for completion of the work. 1.3 RELATED WORK (In Other Sections) A. Mortar Section 04100 B. Structural Steel Framing Section 05100 C. Water Repellents Section 07180 D. Insulation Section 07200 E. Sealants Section 07900 F. Graffiti Resistant Coatings Section 09900 G. Painting Section 09900 1.4 REFERENCED STANDARDS: Refer to Structural Notes on Drawings for all grades, strengths and placement of reinforcement. ASTM C 90-95 Standard specification for Hollow Load bearing Concrete Masonry Units ASTM C 129-995 Standard specification for Hollow Non -load bearing Concrete Masonry Units ASTM C 216 Standard specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) ASTM E 447-84 Standard Test Method for Compressive Strength of Masonry Prisms 1.5 SUBMITTALS: Submit five (5) copies of certificates and drawings for review by the Architect and Engineer. A. Certificates: Submit certificates for each type of block used. Certificate shall state the blocks' weight, moisture content, minimum face shell and web thickness, minimum strength and maximum absorption and dimensional tolerances. PRICECOSTCO, INC. 1141 Saxon Drive M. P. rf 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 2 UNIT MASONRY B. Bending and Placing Diagrams: Prepare complete bending and placing diagrams prepared by a professional detailer in accordance with the Uniform Building Code. C. Color Samples: Provide color samples of actual masonry proposed for use on the project, including the entire range of available integral colors, all with the same face texture. D. Face Samples: Provide face samples of actual masonry proposed for use on the project, with representative face texture samples all in the same color. 1.6 QUALITY ASSURANCE A. Mock-up Panel 1. Construct a mock-up wall 8'-0" long x 4'-0" high using all Concrete Masonry Unit types and colors selected by the Architect. Install a horizontal bond beam in the middle of the sample. Place an expansion joint in the middle of the sample wall and caulk joint with specified sealant and backer rod. 2. Take a sample prism from the wall and have tested according to ASTM E447. Refer to NCMA TEK 18-1. 3. Mock-up wall shall be approved by the Architect and established as the standard of masonry quality and finish for the project, and will be used to test application of the liquid water repellent specified in Section 07180. 1.7 STORAGE AND HANDLING A. Store and handle materials to prevent damage. Store packaged materials in original packages until used. Remove broken packages and other damaged material from jobsite. B. Store unit materials on pallets. Protect from rain and moisture at the job site before they are place in the wall. 1.8 SITE CONDITIONS A. Wet Weather: Provide cover over work in progress that is exposed to weather. Maintain cover over finished work for 48 hours after completion. B. Cold Weather: When outside air temperature is below 40 degrees F, or is expected to fall below freezing within 48 hours (U.S. Weather Bureau Forecast), comply with guidelines set forth in National Concrete Masonry Association (NCMA) TEK 3 -IA for cold weather construction. I'RICECOSTCO, INC. 1141 Saxon Drive M. P. 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 04200 Page 3 UNIT MASONRY C. Wind Bracing: Provide temporary bracing to prevent damage. Comply with guidelines set forth in NCMA TEK 3-4 for bracing concrete masonry walls during construction. PART 2. PRODUCTS 2.1 CONCRETE MASONRY UNITS A. General Requirements for All Concrete Masonry Units 1. Conform to ASTM C-90, Type I, moisture controlled units, 35% maximum moisture content. Provide units in the sizes and thicknesses shown on the Structural Drawings. 2. See Structural Notes for allowable stresses, minimum cell dimensions, grades and strengths of steel reinforcing. 3. Use Medium Weight, ASTM C-90 Grade "N", meeting strength requirements noted in the structural drawings, with colors and face textures described below. B. Concrete Masonry Unit Colors: 1. Provide natural (grey) masonry units for construction that will not be visible in the finished project when seen from outside of the building, for areas that will receive paint or painted graphics, for interior walls, and where natural (grey) units are indicated on the drawings. 2. Provide integrally colored masonry units in exterior walls where masonry construction is exposed to view when seen from outside of the building. Furnish up to three (3) different colors of units, in addition to the natural (grey) units described above. Furnish in colors selected by the Architect. C. Concrete Masonry Unit Surface Finishes: 1. Furnish units with ribs, flutes, striations, offsets and scores, with smooth and split faces as selected by the Architect. 2. Use smooth (normal) face masonry units where specifically detailed, and where listed in Part 3. Execution below. 2.2 WALL REINFORCEMENT: See Section 03200 and Structural Notes. 2.3 PREFORMED EXPANSION JOINT AND CONTROL JOINTS: Dur -O -Wal "Rapid Joint Wide Flange" or Progress Unlimited "MVC -3", pre -molded filler, formed from rubber or PVC 80 Shore A hardness, minimum. Select in suitable size to fit the nominal face-to-face thickness of CMU units. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 4 UNIT MASONRY 2.4 ANCHORS: For bonding masonry partition to structure (unless indicated otherwise on drawings) bar 1/8 x 2 -inch minimum with ends turned up 2 inches; length 12 inches into concrete masonry units. Fasten to structure with: A. '/s x 6 -inch anchor bolt embedded in concrete. B. '/s inch bolt in expansion shield. C. '// inch bolt in embedded insert. D. E. Ties: All ties galvanized per ASTM A 153, Class B-3. 1. Wire ties rectangular, 3/I6 -inch minimum. 2. Corrugated flat ties 20 -gauge steel, 7/8 -inch minimum width. Inserts with Anchors: Malleable iron. 2.5 FLEXIBLE FLASHINGS A. Flexible, Self -Sealing Wall Flashing I. Install "Perm -a -Barrier" wall flashing manufactured by W.R. Grace & Co. where indicated on drawings. Flashing is a self-sealing, self -healing fully adhering, composite flexible flashing consisting of 32 mil thick pliable, adhesive rubberized asphalt compound, bonded completely to a polyethylene film producing an overall 40 mil thickness. Product comes with a silicone -coated release sheet to be removed immediately before installation. 2. Surface where applied shall be treated with "Perm -a -Barrier" manufactured by W.R. Grace & Co. 3. Use "Bituthene" Mastic, manufactured by W.R. Grace & Co. membrane terminations and punctures. 2.6 CLEANING SOLUTION: Comply with requirements of NCMA TEK masonry cleaners as manufactured by ProSoCo, Inc. (206)838-4407. A. Sure Klean No. 600 Detergent B. Sure Klean Vana Trol. C. Sure Klean No. 101 Lime Solvent. Surface Conditioner , for sealing flashing Bulletin 2-2. New PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 s:'io-i•�'esur SECTION 04200 Page 5 UNIT MASONRY PART 3. EXECUTION 3.1 MASONRY INSTALLATION A. Brick, Concrete Masonry, and Exterior Finishes: Refer to "Building Elevations", and detailed wall sections for locations of finishes, textures, and colors. B. Concrete Masonry Unit Surface Finishes: 1. Use smooth (normal) face masonry units where detailed, and at the following locations: a. At door openings where steel angles are installed at the perimeter of the opening. b. From the Finished Grade line to the bottom of the masonry construction shown on the drawings, c. At locations where surface -mounted devices are installed, including 1) Dock Seals 2) Seismic or Expansion Joint Covers d. On courses and surfaces where painted graphics or stripes are indicated on the drawings. C. Preparation and Examination 1. Examine conditions, with installer present, for compliance with requirements for installation tolerances and other specific conditions affecting performance of unit masonry. 2. Inspect work in place, correct deficiencies before starting masonry work. Verify all grades and lines for dimensions indicated on drawings. Report variances to the Architect. 3. Examine rough -in and built-in construction to verify actual locations before installation. D. Work in Place 1. Clean top surface of loose mortar and foreign material before commencing or resuming work. PRICECOSTCO, INC. 1141 Saxon Drive M. P. k 9S-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 6 UNIT MASONRY 2. Contractor is responsible for all damage to the work caused by freezing or other causes. 3.2 INSTALLATION, GENERAL A. Workmanship 1. Comply with ACI 530.1 and NCMA TEK Bulletins. 2. Conform with these following tolerances: a. Variation from level: +/- 1/4 inch in 10 feet b. Bed joints +/-'/2 inch maximum c. Top surface of bearing walls +/- 1/4 inch in 10 feet d. +/- %z inch maximum e. Variation from plumb: +/- 1/4 inch in 10 feet f. +/- 1/2 inch maximum g. True to a line: +/- 1/4 inch in 10 feet h. +/- 3/8 inch in 20 feet i. +/- 1/2 inch maximum j. Alignment of columns and walls +/- 1/2 inch for bearing walls k. (Bottom versus top) +/- 3/4 inch for non-bearing walls B. Coordination 1. Obtain exact sizes of openings for ducts and pipes, etc.; properly build around same. 2. Build -in work furnished by other trades as required. C. CMU Erection: 1. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint widths and to accurately locate openings, movement -type joints, return, and offsets. 2. Avoid the use of less than half size units at corners, jambs and other locations, wherever possible. Form closures with stock specials. Leave no open ends exposed. D. Lay up walls to comply with specified construction tolerances, with courses accurately spaced and coordinated with other work. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 7 UNIT MASONRY E. Lay exposed masonry in the bond pattern indicated on the drawings, or if not shown, lay in running bond with vertical joint in each course centered on units in courses above and below. Refer to NCMA TEK Bulletin 14. F. Use an inverted lintel CMU as a base for flashing at sills, floor joints and other similar conditions where indicated in flashing details on drawings. G. Lay masonry plumb, true to line and level. Maintain module accurately. Keep joints uniform. H. Do not use chipped or cracked blocks. If such blocks are in a finished wall, promptly remove them and replace with new blocks. Broken units not permitted. Install dry masonry units only. I. Lay no masonry when temperature is below 35 degrees F on rising temperature or below 40 degrees F on falling temperature, unless work is enclosed to maintain temperature. J. Protect against freezing at least 72 hours (anti -freeze ingredients not permitted). Cover unfinished work at end of day with waterproof covering. K. Take special care to keep exposed surfaces clean as work progresses. Clean up all excess mortar at walls prior to sealing and painting L. Cutting 1. Use stock specials wherever practical. 2. Where cutting is necessary, cut units accurately with motor -driven high speed masonry saws to provide clean, sharp, un -chipped edges. 3. Dry -cut CMU whenever possible. Let wet -cut units dry thoroughly before installing. M. Jointing 1. Maintain joint widths required, except for minor variations required to maintain bond alignment. 2. If not indicated, lay walls with 3/8 inch bed and head joints. 3. Cut mortar joints flush, then tool exposed joints slightly concave using a jointer larger than joint thickness, unless indicated otherwise. Tool head joints first. 4. Do not use raked or struck joints. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 8 UNIT MASONRY 5. Masonry units below grade, strike mortar joints flush and grout all units solid, as indicated on the Structural Drawings. 6. Cut, refill and retool all defective joints. 3.3 WALL REINFORCEMENT A. Vertical Reinforcement 1. Location and size of reinforcement as indicated on the Drawings. 2. Completely clean out voids before grouting 3. Grout in 4 foot lifts. Grout bars into vertical cells and pilasters, completely filling voids. 4. Mechanically vibrate for complete compaction. 5. Lap bars 48 diameters, or as called out on the Structural Drawings. 6. Extend vertical reinforcement into bond beams and lintels. B. Bond Beams and Lintels 1. Reinforce bond beams and lintels as indicated on the Structural Drawings. 2. Lap bars 48 diameters, or as called out on the Structural Drawings. 3. Extend lintels and bond beams 16 inches beyond jambs of openings. 4. Grout lintels and bond beams rodding thoroughly to completely fill voids. C. Tolerances for Placing Reinforcement 1. Tolerances for the place of steel: +/- % inch when the distance from the centerline of steel to the opposite; face of masonry, d, is equal to 8 inches or less; +/- 1 inch for d equal to 24 inches or less but greater than 8 inches; +/- 1/4 inch for d greater than 24 inches. 2. In walls, for vertical bars, 2 inches from the location along the length of the wall indicated on the Drawings. 3. If it is necessary to move bars to avoid interference with other reinforcing steel, conduits or embedded items and bars are moved more than one bar diameter, or PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 9 UNIT MASONRY enough to exceed the specified tolerances, notify the Architect. Obtain acceptance of resulting arrangement of bars 3.4 EXPANSION AND CONTROL JOINTS: A. Run full vertical height of walls. See Structural drawings for locations. B. Place unit in dry joint as detailed. Clean joint free of mortar and leave ready to receive sealant. 3.5 FLEXIBLE FLASHINGS A. Precautions 1. "Perm -a -Barrier" wall flashing and accessories are not design for use as a finished surface or in areas where they will be exposed to sunlight. 2. Prevent contact with products containing fresh coal tar or coal tar pitch. 3. Prevent contact with sealant products containing polysulfide polymers which are incompatible. B. Preparation 1. Remove all deleterious materials from surfaces to be flashed. Use "Perm -a -Barrier" surface conditioner on dirty, dusty surfaces and surfaces having irregular or rough texture. 2. Apply surface conditioner by spray, brush or roller at rate recommended by manufacturer. C. Installation of Flashing: Install per manufacturer's recommendations and the following: 1. Precut pieces of flexible flashing to easily handled lengths for each location. 2. Remove release paper and position flashing carefully before placing it against the surface. When properly positioned, place against surface by pressing firmly into place by hand roller or blunt object, such as backside of utility knife. 3. Fully adhere flashing to substrate to prevent water from migrating under flashing. 4. Overlap adjacent pieces 2 inches and roll all overlaps with a steel hand roller to blunt object. Fully seal all overlaps to seal laps against leakage. 5. Trim bottom edge V2 inch back from exposed face of building. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 04200 Page 10 UNIT MASONRY 6. At heads and sill where flashing is indicated to be placed, turn up ends a minimum of 2 inches and make careful folds to form a pan, with the pan seams sealed with Bituthene mastic. 7. Apply a bead or trowel coat of Bituthene mastic along top edge, seams, cuts and penetrations. Seal all penetrations through flashing with Bituthene mastic. 3.6 WEEP HOLES A. Provide weep holes at 32" on center for the first course at bottom of vertical joint and at the following locations: 1. Above lintels. 2. At wall base above foundation and grade beams. 3. At all flexible flashings: a. Space cord weeps 16 inches o.c. and extend vertically up face of flashing to within 1 inch of top edge. b. Do not use permanent tube -type weeps. c. At starting masonry courses where a face shell mortar bed is applied, ensure cord extends up face of both cells of block and vertically up face of flexible flashing to drain properly. 3.7 CLEANING A. Allow mortar to cure for at least seven (7) days before cleaning. B. After mortar has cured and all defective work is repaired, clean masonry using accepted cleaning solutions applied in accordance with manufacturer's instructions. C. Protect adjacent materials from damage during cleaning. 3.8 MISCELLANEOUS A. Fill around wall penetrations and built-in items solid with mortar. Fill all other voids with mortar until flush. B. Fill jambs and heads of hollow metal frames solid with mortar (exterior doors only). END OF SECTION 04200 PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 STRUCTURAL STEEL FRAMING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (IN THIS SECTION): The work required under this section consists of all structural steel and erection, which is not a part of the pre-engineered roof or building system, shop painting, and related items necessary to complete the work indicated on the Drawings and specified herein. This includes, but is not limited to, the following: A. Structural steel beams, columns, embeds and plates. B. Steel lintels designated on Drawings. 1.3 RELATED WORK (IN OTHER SECTIONS): Coordinate related work specified in other parts of the Specifications including, but not limited to, the following: A. Metal Fabrications Section 05500 B. Dampproofing Section 07150 1.4 QUALITY ASSURANCE A. Qualifications 1. Materials: see Structural Notes on Drawings 2. Fabrication: by certified welders - Section 05500 B. Source Quality Control: Testing agency to perform visual shop inspection. C. Regulatory Requirements: American Institute of Steel Construction (AISC) Code of Standard Practice for Steel Buildings and Bridges, edition current as of date of Specifications. D. Source Quality Control: Testing agency to perform visual shop inspection and report. 1.5 REFERENCES A. American Institute of Steel Construction (AISC) 1. Fabrication and erection: "Specification for Design Fabrication and Erection of Structural Steel for Buildings". PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 11 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 Page 2 STRUCTURAL STEEL FRAMING 2. Workmanship: "Manual of Steel Construction" B. Steel Structures Painting Council (SSPC) 1. Painting: Volume 1 - "Good Painting Practice": Volume 2 - "Systems and specifications" 2. Solvent cleaning - SP -1-63 3. Hand cleaning - SP -2-63 C. American Society for Testing and Materials (ASTM - Latest Edition) A36- Specification for Structural Steel A53- Specifications for Pipe, Steel, Black and Hot -Dipped, Zinc Coated, Welded, and Seamless A108- Specification for Steel Bars, Carbon Cold -Finished, Standard Quality A123- Specification for Zinc Coatings (Hot -Galvanized) on Products Fabricated from Rolled, Pressed and Forged Steel Shapes, Plates, Bars, and Strips. A153- Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware A307- Specification for Carbon Steel Externally and Internally Threaded Standard Fasteners A325- High Strength Bolts for Structural Steel Joints including Suitable Nuts and Hardened Steel Washers A490- Specification for Quenched and Tempered Alloy Steel Bolts for Structural Steel Joints A500- Specifications for cold -formed welded and seamless carbon steel structure tubing in rounds and shapes. 1.6 SUBMITTALS A. Submit shop drawings in accordance with the following requirements: 1. Submit prior to fabrication. 2. Show dimensions, connections with adjoining materials, and construction. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 Page 3 STRUCTURAL STEEL FRAMING 3. Show finishing, welds, details, anchoring, and all fabrication. Show erection accessories required. 4. Prior to fabrication verify all dimensions and correlate with adjoining construction and materials. Errors in dimensions on shop drawings shall be the responsibility of the Contractor. 5. Indicate size, type and grade of all members. B. Templates and Placement Plans: As required for satisfactory placing, connection, and anchorages. C. Certificate: Submit certification letter attesting that specified priming procedures, methods and products have been followed. 1.7 DELIVERY, STORAGE AND HANDLING A. Conform to the following: 1. Store all metal above ground on platforms or skids; above snow or mud. 2. Protect from moisture and corrosion until erected. 3. Include templates and instructions for proper setting of anchor bolts. 1.8 JOB CONDITIONS A. Protection: Protect from corrosion at all times. All steel anchoring ties and other embedment members to be clean. 1.9 SEQUENCING/SCHEDULING A. Schedule fabrication and erection as required to meet reviewed progress schedule. 1. Allow ample coordination time for galvanized finish, specified shop prime, etc. PART 2. PRODUCTS 2.1 MATERIALS AND FABRICATION A. Conform to specified Regulatory Requirements, References, and Specifications, except as modified or supplemented. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 Page 4 STRUCTURAL STEEL FRAMING 2.2 STEEL: Provide carbon steel shapes, plates and bars (ASTM A36) of structural quality, sizes and types as noted on Drawings and in Structural Notes. See specifications for ASTM "Zinc Coating" requirements in 5A -01.E-3 of this section. A. Grout: Master Builders "Embeco" for use under bearing plates. B. Steel Pipe Columns: In accordance with Notes on Structural Drawings. ASTM A53, grade B, Type E or S. C. Steel Tube Sections: In accordance with Notes on Structural Drawings. ASTM A500, grade B. D. Steel Primer: Rust inhibitive iron oxide type. Federal Specification #TT -P-86#, Type II. Grey primer finish. E. Other Materials: Provide all incidental and accessory materials, tools, methods and equipment required. Comply with referenced quality assurance requirements as above. 2.3 FABRICATION A. Fabricate structural steel in accordance with requirements of AISC Specifications and drawn details as shown on accepted shop drawings. 1. Tolerances: Unless othenvise noted, fabricate structural members to AISC tolerances. 2. Connections: As detailed. Weld shop connections as shown on approved shop drawings. 2.4 FASTENING DEVICES IN CONCRETE A. Embedded bolts or Hilti's Kwik bolt II as indicated on drawings. 1. Types and sizes as detailed or required by conditions of installation. 2. Use no substitutes without prior approval from the Structural Engineer. PART 3. EXECUTION 3.1 INSPECTION A. Examine surfaces receiving structural steel work for: 1. Defects adversely affecting execution and quality of work. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 Page 5 STRUCTURAL STEEL FRAMING B. Do not start work until all unsatisfactory conditions are corrected. C. Remove all loose mill scale, flake rust, oil and foreign material including weld splatter from surfaces to be painted. 3.2 ERECTION A. Erect structural steel framing in accordance with Specifications, specified requirements of regulatory agencies and "references". Conform with configurations and connections indicated on reviewed shop and erection drawings. Include: 1. All necessary or required devices for complete installations. 2. Bracing: Shore and brace framing until permanent connections are made and members are securely anchored into structure. 3. All exterior fastenings and connections to be waterproof. B. Column bases set level and to correct elevation on bearing plates. Grout with full beds of non -shrink grout. Anchor bolts drawn tight and threads burred. C. Welded, riveted or bolted connections in accordance with AISC code. Design to develop effective strength of connected member, unless connections are fully detailed on the Structural Drawings. D. Welding in accordance with current "Code for Arc and Gas Welding in Building Construction" of American Welding Society and UBC 27-7. Grind exposed welds smooth. E. Holes punched or drilled; cutting torch not permitted. F. Set accurately to the lines and grades indicated with the permanent connections made only after the members have been plumbed and checked for line and level. G. Structural steel must be within normal tolerances for shapes to permit the erection of abutting materials. H. Provide holes and connections for the work of other trades. 3.3 FIELD QUALITY CONTROL: Testing agency will perform inspections as indicated on structural drawings and indicate if work is in conformance with Specifications. PWCECOSTCO, INC. 1141 Saxon Drive M. P, # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05100 Page 6 STRUCTURAL STEEL FRAMING 3.4 CLEANING: Leave work and premises clean and free from residue of work of this section. END OF SECTION 05100 PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M, P. # 93.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ?ufuti a Gr wc-ron+�.<. *eau.* SECTION 05300 STEEL DECKING PART 1 GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (IN THIS SECTION): The work required under this section consists of all steel decking and erection, shop painting, and related items necessary to complete the work indicated on the Drawings and specified herein. 1.3 RELATED WORK (IN OTHER SECTION): Coordinate related work specified in other parts of the Specifications including, but not limited to, the following: A. Structural Steel Framing Section 05100 B. Steel Joists & Joist Girders Section 05200 C. Metal Fabrications Section 05500 D. Sprayed Fireproofing Section 07250 1.4 QUALITY ASSURANCE A. Any material or operation specified by reference to the published specifications of a manufacturer. The American Society of Testing and Materials (ASTM), the American Institute of Steel Construction (AISC), the American Standards Association (ASA), the American Welding Society (AWS), or other published standards, shall comply with the requirements of the standard listed. In case of a conflict between the referenced specification and the project specifications, the project specifications shall govern. B. Provide manufacturer's certification that the steel decking complies with the specified requirements. 1. Steel for Galvanized Units: ASTM A 446, Grade A. 2. Steel Shapes: ASTM A 36. 3. Sheet Metal Accessories: ASTM A 526, galvanized. 4. Galvanizing: ASTM A 525, C60. 5. Galvanizing Repair: ASTM A 780. 6. Steel for painted steel units: ASTM A 611 Grade E. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 05300 Page 2 STEEL DECKING C. Source Quality Control: Testing agency to perform visual shop inspection and report. 1.5 DELIVERY, STORAGE AND HANDLING A. Conform to the following: 1. Store all metal above ground on platforms or skids; above snow or mud, with one end elevated to provide drainage. 2. Protect from moisture and condensation, and corrosion until erected. 1.6 JOB CONDITIONS A. Protection: Protect from corrosion at all times. All steel anchoring ties and other embedment members to be clean. B. Do not use deck units for storage or working platforms until permanently secured in position. C. Assure that construction loads do not exceed carrying capacity of deck. PART 2 PRODUCTS 2.1 MATERIALS: In accordance with Structural Notes on Drawings. 2.2 MANUFACTURER A. Roof deck as manufactured by Verco, galvanized type HSB-36 with interlocking side seams, gauge per structural drawings. B. Mezzanine galvanized floor deck as indicated on the Structural Drawings. 2.3 FABRICATION A. Attach steel deck to joists and supporting members as indicated on Structural Drawings. Use recommended erection specifications of the Steel Roof Deck Institute to determine minimum amount of welding require, following Structural Drawings where more than minimum weld is indicated. Weld roof deck to develop diaphragm capacity as stated on structural drawings. 1. Spans of all decking units shall be as indicated on the drawings. Minimum section properties shall be as indicated on Structural Drawings. Decking shall be continuous over 4 spans minimum. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05300 Page 3 STEEL DECKING 2. Roof and mezzanine deck shall conform to ASTM A-446 Grade A for galvanized and ASTMA-61 1 Grade E for painted steel with minimum yield strength of 33,000 psi. 3. Form deck shall conform to ASTMA-446, grade E with minimum 80,000 psi yield. B. Accessories shall be installed to support the deck and roofing as applicable and as indicated on the drawings. All fabricated items necessary to complete the installation of roof deck shall be only approved accessories in standard designs of the manufacturers. Provide steel angle frames around all openings through deck. For angle sizes not indicated on Drawings. PART 3 EXECUTION 3.1 ERECTION A. All supporting members shall be completely placed and finally attached BEFORE steel decking is installed. Ribs of each unit shall interlock with the adjacent unit. Laying and aligning of units shall be done in such a manner as to maintain the required number of units indicated on the drawings, and to prevent stretching or contracting the interlocks of the side laps. B. Fillet and plug welds or welding washers for fastening the roof deck to the supports shall be done with welding rods, per structural engineer. The voltage shall be carefully watched and regulated to prevent burning through the metal deck units and shall be shown on the approved shop drawings. Chalk lines must be used to mark joist alignment and all welds must be directly over joist top chord that will allow for a full contact weld. C. After erection, all scarred areas on top side of the decking including welds, weld scars, bruises, and rust spots shall be wire brushed and touched up with the same type and kind of paint used in the original shop coat. D. Place accessory units in accordance with manufacturer's recommendations, unless noted otherwise. E. Leave steel decking free of oil, dirt, rust or scale, or other materials that will impair bond of concrete and/or fire proofing. END OF SECTION 05300 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, \Vashington 98188 Bldg Permit Issue 9/27/96 SECTION 05300 Page 4 STEEL DECKING (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05420 LIGHT GAUGE METAL FRAMING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (IN THIS SECTION): Provide all steel studs as necessary and required accessories for a complete installation. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Rough Carpentry Section 06100 B. Metal Doors & Frames Section 08100 C. Gypsum Wallboard Section 09250 D. Toilet Accessories Section 10800 E. Access Doors Section 10950 1.4 SHOP DRAWINGS: Submit shop drawings required on Structural Drawings. See drawings for notes and details. PART 2. PRODUCTS 2.1 MANUFACTURERS: Metal Stud Manufacturer Association, Cemco, and Dietrich Industries are approved manufacturers. 2.2 MATERIALS A. All studs and accessories shall be of the type, size and gauge as required by local codes, and shall have current I.C.B.O. or B.O.C.A. approval. B. All studs and runners shall be formed from corrosion resistant steel, corresponding to the requirements of ASTM A446, with a minimum yield strength of 50 ksi for 16GA and thicker members, 33 ksi for 18GA and thinner members. 2.3 FABRICATION A. Prefabrication panels shall be square, with components attached to prevent racking and minimize distortion while lifting. B. All framing components shall be cut squarely for attachment to perpendicular members, or as required for angular fit against structure. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05420 Page 2 LIGHT GAUGE METAL FRAMING C. Insulation equal to that specified elsewhere shall be provided in all doubled jamb studs and doubled headers not accessible to insulation contractors. D. Fastening of components shall be with self -drilling screws or welding as noted on the drawings. Screws or welds shall be of sufficient size to insure the strength of the connection. Wire tying of components is NOT permitted. All welds shall be touched up with zinc -rich paint. PART 3. EXECUTION 3.1 ERECTION A. Runners shall be securely anchored to the supporting structure. Abutting lengths of runner shall each be securely anchored to a common structural element, butt -welded or spliced. B. Studs shall be plumbed, aligned and securely attached to flanges of both upper and lower runners. C. Jack studs or cripples shall be installed above window and door heads and elsewhere to furnish supports, securely attached to connecting members. D. Lateral bracing shall be provided by use of gypsum board and gypsum sheathing or by horizontal straps or cold -rolled channels. E. Provisions for structural vertical movement shall be provided as indicated on the Drawings. F. Handling and lifting of prefabricated panels shall be done in a manner to prevent distortion in members. Temporary bracing, as required, shall be provided until erection is completed. G. Provide blocking for handrails, toilet fixtures, toilet accessories, etc. H. Comply with ALL details and sections indicated on the Structural Drawings. END OF SECTION 05420 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 Sfc�G§niiS='L:>*Nuts +. ,�.., *1.401.4. 6.V.Ve1110e PART 1. GENERAL SECTION 05500 METAL FABRICATIONS 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this Section. 1.2 EXTENT OF WORK (IN THIS SECTION): Furnish and install all miscellaneous steel and iron items not specified elsewhere. Examine other div_ isions for items of steel and iron provided or installed thereunder. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Metal Soffit Vents Section 09220. 1.4 SHOP DRAWINGS A. Submit five (5) copies for Architect and Engineer review 1.5 STRUCTURAL NOTES: See Structural Notes indicated on the Drawings. PART 2. PRODUCTS 2.1 COMPONENTS A. Steel and Iron 1. ASTM A-36 - new and free from rust. 2. Conform to requirements of the Uniform Building Code. B. Bolts, Nuts and Washers 1. ASTM A-307 - new and free from rust. 2. Malleable iron washers, size as indicated on Drawings. C. Studs or Stud Anchors: Nelson Company automatic end -welded connectors. Minimum yield strength 50,000 psi. ASTM A108 material, sizes as shown. D. Bolts and Nuts: In accordance with ASTM A-3097, Class A, B, C, and D as applicable. E. Zinc Coated (Galvanized) Material: Hot -dip galvanize after fabrication/ASTM A-123 and A-153. Galvanize bolts and similar threaded fasteners in accordance with referenced standards/ASTM A-307, class A, B, C, and D as applicable. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05500 Page 2 METAL FABRICATIONS F. Steel Primer: Rust inhibitive iron oxide type. Federal Specification #TT -P-86#, Type II, color grey. G. Galvanized Steel Primer: Portland cement - alkyd resin type, grey color. 2.2 FABRICATED ITEMS: Provide the following fabrications listed herein and as indicated on the Drawings for a complete installation: A. Pipe Handrails: Provide 1-1/2" nominal outside diameter pipe handrails, schedule 40 steel, with pipe balastrate supports, unless indicated otherwise on the Structural Drawings. B. Pipe Bumper Posts: Provide 6" and 4" diameter pipe posts (see Drawings for location) 4'0" above grade (concrete filled) for traffic protectors (see Drawings for location) exterior, and interior to protect equipment. C. Guard Rails and Steel Railings: Provide 1-1/2" nominal outside diameter pipe guard rails as indicated on the Drawings. Fabricate accurately of mild steel shapes, joints welded and ground smooth. See Drawings for sizes, shapes and connection details. D. Steel Ladders: Provide 1'-9" wide steel ladders where indicated on drawings, including wrap-around steel cage where needed above surrounding walls. Design and build ladders according to OSHA standards and regulations. Include separate "LadderUP Safety Post" manufactured by the Bilco Company. E. Dock Leveler Angles: See Structural Drawings for size and location. Verify angle lengths from approved dock leveler shop drawings. PART 3. EXECUTION 3.1 FABRICATION A. Forth steel to accurate sizes and shapes, with sharp lines and angles. Punch and shear to leave clean surfaces. Weld or rivet permanent connections; grind exposed welds smooth, provide holes and connections for work of other trades. B. Detail joints and fastenings for ample strength and stiffness; conceal wherever possible. C. Where possible, work, fit and shop assemble work ready for erection. D. Take measurements at the building, and check all parts of the drawings to be sure that items are properly sized for their location, and are in the correct position. 3.2 INSTALLATION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 05500 Page 3 METAL FABRICATIONS A. Execute work in accordance with details indicated in approved shop drawings. B. Shop connections are to be welded. Use certified welders only. C. Jointing and intersections of metals to be accurately made and tightly fitted with adequate fastenings. D. Bolted work to be screwed up tight and threads nicked to prevent loosening of bolts. E. Provide drilled or punched holes and connections for the work of other trades. F. Wherever dissimilar metals are in contact they shall be insulated from one another by means of a bituminous paint to prevent corrosion. G. Work shall be made square, plumb, straight and true, and accurately fitted with tight joints and intersections. H. Exposed work shall be finished smooth with even, close joints and neat connections. I. Do all cutting and fitting required to make all parts to fit accurately to their places in the building. J. When necessary to cut into concrete or other parts of the building to set steel parts accurately, do so in such manner so as not to damage the adjoining parts and repair such adjoining parts, thoroughly and neatly, where such cutting is done. 3.3 SCREWS, BOLTS, RODS, PLATES, ETC.: Use standard shapes of size and weight, unless indicated otherwise. Install anchor bolts accurately and plates level. Provide all shown and all necessary items for complete installation. 3.4 FINISHES A. Shop prime all miscellaneous metal. B. After erection touch up all marred or damaged portions of the shop coat with the same type of paint. C. Clean all metal fabrications prior to racking. END OF SECTION 05500 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27196 SECTION 05500 Page 4 METAL FABRICATIONS (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 • z t ccM SECTION 06200 FINISH CARPENTRY PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (IN THIS SECTION): Work includes all interior finish carpentry items, exposed millwork and trim, hardware and attachment accessories, as indicated on the Drawings., except work specified in Section 06100. 1.3 RELATED WORK (IN OTHER SECTIONS): A. Installation of finish carpentry Section 06100 1.4 SHOP DRAWINGS A. Provide five (5) sets of detailed shop drawings for Architect's review prior to fabrication. Indicate materials, component profiles, fastening methods, jointing details, finishes and accessories. 1.5 QUALITY ASSURANCE: Perform work in accordance with AWI economy quality. 1.6 PRODUCT HANDLING: Protect all materials from weather. Building shall be thoroughly dry and enclosed with a minimum temperature of 55 F before finish materials are delivered. PART 2. PRODUCTS 2.1 LUMBER MATERIALS A. Soft wood Lumber: W.C.L.I.B. Book #16. B. Hardwood Lumber: Latest rules of National Lumber Association. 2.2 SHEET MATERIALS A. Softwood Plywood: Identify with D.F.P.A. grade trade marks of American Plywood Association and meet requirements of PS -1. Moisture content not to exceed 12%. Exterior plywood used throughout. 1. Shelving plywood (pharmacy consultation shelf): 5/8" AC Plywood with Y2" particle board underlayment. B. Plywood Backing for Fiberglass Reinforced Plastic Panels - Marine grade, exterior type, B - B or better faces, with all inner plies B grade or better. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 06200 Page 2 FINISH CARPENTRY C. Wood Particle Board: ANSI A 208.1 Type 2, AWI standard, composed of wood chips made with waterproof resin binders, sanded faces. D. Hardboard: Pressed wood fiber with resin binder; service grade. 2.3 PLASTIC LAMINATE A. Plastic laminate to be grade 10 as manufactured by Formica Corporation, Laminart, WilsonArt or Nevamar. B. 48" high material - single lengths. No intermediate splices allowed. 2.4 CART RAILS A. 2 x 8 V.G. Fir (no knots) 2.5 ACCESSORIES A. Fasteners: Size and type to suit application; hot dipped galvanized steel for exterior, high humidity and treated wood locations. Plain finish elsewhere. B. Contact Adhesives: Water base type. C. Wall Adhesive: Cartridge type, compatible with wall substrate, capable of achieving durable bond. 2.6 HARDWARE A. Hinges: Blum, blind corner hinge B. Pulls: Epco MC -402-3 C. Latches: D. Shelf Standards: E. Shelf Brackets: F. Drawer Slides: Accuride PART 3. EXECUTION 3.1 GENERAL - Requirements of Section 06100 apply to this Section. 3.2 PREPARATION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 �u+.n�...........a.........,..,...a...w.�.......w..e..rn.,.wvw�nwAoauw........nx.ww.o..+xx+u.v. SECTION 06200 Page 3 FINISH CARPENTRY A. See Drawings for all locations of cabinets, shelves, etc. B. Conform to economy quality standards of the Architectural Woodwork Industry. C. Prime paint surfaces of items or assemblies in contact with cementitious materials, before installation. D. Shop prime all colored paint finished millwork surfaces before delivery to job. Back prime all trim. 3.3 INSTALLATION - MILLWORK A. Install work in accordance with AWI economy quality standards. B. Install millwork and finish trim with tight joints securely nailed. Set exposed heads of finishing nails for putty. Sand as necessary to remove irregular ties and machine marks. Leave work free from defects and blemishes. C. Fabricate interior door frames of not less than 1" nominal thick stock with '/2" applied stops (1-1/8" on all double swing doors). Set frames plumb and square. Drive double wedge blocking back of butts and lock stiles. D. Interior trim as indicated on Drawings. Casing set 1/4" back from face edge of jambs and head. Carefully joint and rigidly secure joints between frames. E. Cover exposed edges of shelving with 3/8 inch thick hardwood edging. Shop prime all colored paint finished millwork surfaces before delivery to jobsite. Back prime all trim. 3.4 INSTALLATION OF PLASTIC LAMINATE: A. Install all laminate according to manufacturer's printed recommendations. B. Use the following colors in the following locations: 1. Food Service Front Wainscot WilsonArt Platinum D-315-60. 2. Pharmacy Window Counter White 3. Computer Pass -Through Counter as selected by Architect. 4. Lunch Room Cabinet Faces WilsonArt Alabaster D431-6 5. Lunch Room Countertops WilsonArt Grey Millstone 4590-15 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. II 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 06200 Page 4 FINISH CARPENTRY 3.5 INSTALLATION OF FINISH HARDWARE: Install hardware (supplied by Section 08700) m accordance with manufacturer's instructions. Fit all builders hardware accurately, securely, and adjust carefully. A. Center door knobs 38" above floor and door pulls 45" above floor. B. Leave in working order, free from defects. END OF SECTION 06200 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07150 DAMPPROOFING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide dampproofing and water stops to foundation walls at floors below grade and to structural steel directly exposed to soils to ensure a watertight structure. 1.3 RELATED WORK (In Other Sections) A. Preparation of Concrete Surface Section 03300 B. Preparation of Masonry Surface Section 04200 C. Water Repellent for Above Grade Walls Section 07180 1.4 SUBMITTALS A. Submit three (5) copies of manufacturer's product description and recommended installation methods to Architect. B. Designate product and area to which it is applied. 1.5 QUALITY ASSURANCE: Apply dampproofing system per manufacturer's recommendations and by applicator approved by manufacturer 1.6 PRODUCT HANDLING: All materials must be delivered in original unopened packages with manufacturer's name and contents legibly indicated. Store in a safe enclosed area. Protect from damage until ready for use. PART 2. PRODUCTS 2.1 FOUNDATION WATERPROOFING A. Sonneborn: Provide HLM 5000 by Sonneborn Building Products, Division of ChemRex, Inc., Shakopee, MN 55379, (612) 496-6050, FAX: (612) 496-6058. 1. Use HLM 5000 SL (Self Leveling) for application by squeegee to horizontal areas. 2. Use HLM 5000 T (Trowel) for application by trowel to vertical areas. 3. Use HLM 5000 R (Roller) for application by roller to vertical and some horizontal areas. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07150 Page 2 DAMPPROOFING 4. Reinforcing Fabric: "Sonoshield Reinforcing Fabric" 5. Primer and Thinner: Compatable, as recommended by system manufacturer. B. Fluid applied waterproofing system - LIQUID BOOT®, a single course, high build, polymer modified asphaltic emulsion. Water borne and spray applied at ambient temperatures. A nominal thickness of 80 dry mils (60 mil minimum), unless specified otherwise. Manufactured by LBI Technologies, Inc., 735 Farad Street, Costco Mesa, CA 92627 (714) 642-5700. C. Foundation waterproofing system for hydrostatic pressure situations as manufactured by Thoro and A.C. Horn may be submitted to the Architect for their review and approval. 2.2 PROTECTION BOARD: 1/2" protection board to be "Styrofoam SM" extruded polystyrene foam as manufactured by Dow Chemical Company. 2.3 WATER STOPS: Water stops to be rubber compound, compatible with waterproofing and dampproofing products. PART 3. EXECUTION 3.1 PREPARATION A. Standards for Application 1. Wall surfaces shall be smooth, dry and firm. All cracks, voids, holes, joints, and depressions shall be carefully filled with cement grout to provide a flush and solid surface. B. Remove all projections. 1. Determine prior to application of protective coating that the surface is free of compounds that will restrict bonding of the coating. 2. Provide all pumping apparatus day and night to prevent water contact with the walls until the membrane is dry and accepted as finished before backfill proceeds. 3.2 FOUNDATION DAMPPROOFING APPLICATION A. Apply a prime coat of foundation dampproofing with brush or spray at the rate recommended by the manufacturer. Follow manufacturer's application recommendations. B. Allow prime coat to dry before applying the finish coat. Apply finish coat at a rate of undiluted, in a continuous film of uniform thickness extending from the finish grade line down to the bottom of the footing. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 11. ',''?C�i�.iii6ereo�iww�:..*.ww...�.�......i.....�..:...�.....».......u....y.........�..i.,.aw,�,r... SECTION 07150 Page 3 DAMPPROOFING C. Allow to dry thoroughly. Protect against water splash, rain and freezing until coating is dry. D. Replace backfill with care not to injure finished work. 3.3 WATER STOPS INSTALLATION A. Provide water stops between foundations and foundation walls where finish floor is below exterior finish grade. B. Apply with pressure to achieve minimum 3" joint between walls and footings. C. Apply fiberglass resin fabric and rubber mastic over all joints on exterior side. 3.4 APPLICATION TO STRUCTURAL STEEL: Apply the two coat system to all structural steel exposed to soils. END OF SECTION 07150 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07150 Page 4 DAMPPROOFING (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ;BS:� wi�ika W.s+.w:r.,.u.....,W..n....,..-....c..........,.....u.w...,.,.,,....,.,...»., SECTION 07180 WATER REPELLENTS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Clear, penetrating, liquid water repellent on Concrete, Masonry, and Concrete Masonry Units as indicated on the drawings and specified herein. 1.3 RELATED WORK (In Other Sections) A. Cast -in -Place Concrete Section 03300. B. Unit Masonry Section 04200. C. Sealants Section 07900. D. Painting Section 09900. 1.4 SUBMITTALS A. Product Data: Submit manufacturer's specifications, application instructions, and recommendations for water repellents. Include data substantiating that materials are recommended by manufacturer for application indicated on the drawings and in these specification. B. Product Quality: Submit data substantiating product performance, product warranty, and the name, address and telephone number of manufacturer's representative who will be overseeing this project C. Contract Closeout Submittals: 1. Submit executed manufacturer's standard warranty form with authorized signatures from applicator, distributor, Contractor and authorized manufacturer's representative. 2. Submit Instruction Manual for maintenance and cleaning. 1.5 QUALITY ASSURANCE A. Manufacturer's Service 1. Prior to start of the liquid water repellent work, manufacturer and Contractor shall inspect all surfaces to be treated. All deficiencies and flaws in the overall PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 2 WATER REPELLENTS construction of the substrate which could affect the performance of the water repellent shall be noted in writing and a copy delivered to the water repellent applicator, Contractor, Architect and Owner's representative. 2. Manufacturer's representative shall be present at start of water repellent application to assure utilization of proper equipment, verify material quantities, observe material application techniques, and observe the initial application of water repellent material upon a substantial wall section which shall act as a comparative standard for the project. 3. Manufacturer's representative shall inspect all treated surfaces after application of water repellent to assure complete product utilization and material performance. B. Contractor's Requirements: Contractor shall comply with manufacturer's recommendations and instructions in addition to the terms of the manufacturer's warranty and the following: 1. Contractor shall contact manufacturer prior to submitting bid for specific project material requirements. 2. Applicator shall have been regularly engaged and specializing for the preceding 5 years in the application of specialty surface treatments to exterior wall substrates. Applicator shall possess all necessary licenses, certifications, and other written approvals required by the manufacturer. Upon award of Contract, notify manufacturer's representative of required quantities and anticipated application date. Schedule date when manufacturer's representative can review a test application and verify quantities requited. 4. All deficiencies noted in the manufacturer's pre -application inspection of the substrate shall be properly corrected before applicator proceeds with application of the water repellent material. Take photos to outline any deficiencies and send copies to the Architect. 5. Notify manufacturer's representative two weeks prior to start of water repellent application. 6. Submit to the Architect certification, signed by the manufacturer's representative, the contractor and the applicator, verifying quantity of materials applied to the project and the method of application. 7. Keep a job log recording daily entries noting date of recording, temperature, climate, elevations or areas started, completed, square footage, material used, batch numbers (if any), dates work performed and applicators names. Turn these documents in PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 3 WATER REPELLENTS weekly to the jobsite superintendent, with the original forwarded to the manufacturer's representative for processing. C. Mock -Up: Install at project site, a mock-up using accepted and approved water repellent system on the masonry mock-up panel. Use the exact materials that will be used on the actual construction of the building. Materials should consist of exact CMU, sealants, color and texture and reflect workmanship standard. Application will determine applicable coverage rate at dictated by substrate porosity. 1.6 DELIVERY, STORAGE AND HANDLING A. Deliver materials in original sealed containers, clearly marked with manufacturer's brand name, grade of material, date of manufacture and batch number. B. Store materials in areas where temperatures are not less than 50 degrees F, unless authorized by the manufacturer. 1.7 PROJECT/SITE CONDITIONS: Do not apply water repellent under following conditions: A. During inclement weather, when air temperature is below 50 degrees F or above 100 degrees F. B. When rain or temperature below 40 degrees F are predicted for a period of 24 hours before or after application. C. Earlier than 3 days after surfaces became wet. D. When substrates might be frozen. E. When surface temperature is less than 40 degrees F. 1.8 SEQUENCING AND SCHEDULING: See Quality Assurance, manufacturer's service and Contractor's requirements. 1.9 WARRANTY: A. At conclusion of work, submit warranty issued by the water repellent manufacturer covering both labor and materials for above grade water repellency of the treated substrate for a period of five (5) years. B. Warranty by subcontractors is not acceptable. PART 2. PRODUCTS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 4 WATER REPELLENTS 2.1 SYSTEM DESCRIPTION: Water repellent compounds specified herein are clear, deep penetrating, non -film -forming, non -silicone, non -yellowing, heavy duty, chemical repellent solutions. 2.2 CLEAR WATER REPELLENT TREATMENT: Provide vertical exterior water repellent treatment systems, V.O.C. compliant, meeting the following criteria: A. Testing Performance: 1. ASTM E514 "Water Permeance of Masonry" (CMU Wall) -- Minimum 99% improvement over untreated wall construction. 2. ASTM D1653, Moisture Vapor Transmission Rate -- Minimum 82% (compared to untreated sample). 2.3 MANUFACTURERS: Use one of the following A. Hydrozo "Enviroseal" products, manufactured by Harris Specialty Chemicals, Inc., Jacksonvile, FL 32256, (904) 828-4900, FAX: (904) 828-4990. Contact Greg Beenen 1. Integrally Colored Masonry Hydrozo "Enviroseal Double 7". 2. Unpainted Standard Masonry Hydrozo "Enviroseal Double 7 Block". 3. Unpainted Concrete Hydrozo "Enviroseal 20" or "Double 7 Brick". 4. Brick Masonry Hydrozo "Enviroseal Double 7 Brick" 5. Cement Plaster Hydrozo "Enviroseal 20" or "Double 7 Brick". 6. Exterior Insulation & Finish System "Enviroseal Double 7 Brick". B. Huls "Aqua -Trete", manufactured by Huls -America, Inc., Somerset, NJ 08873, (908) 560-6800, FAX: (908) 560-6958 PART 3. EXECUTION 3.1 PREPARATION A. Examination: Prior to work of this section, carefully inspect the installed work of other trades, verify that all work is complete to the point where this installation may start. B. Substrate Preparation: Surfaces shall be clean of dust, dirt and foreign matter detrimental to proper installation of water repellent. Verify that all cracks have been filled with pointing mortar or approved caulking sealant. Verify that voids in masonry joints or joints found to be unsound or otherwise defective have been raked out and pointed with mortar to create a joint of full face shell thickness. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 5 WATER REPELLENTS 1. Do not begin application until substrate has been repaired to the satisfaction of the water repellent representative. 2. Cured masonry or concrete shall be allowed three to five days drying time following rainfall prior to water repellent application. C. Protection 1. Provide masking or covering for materials which could be damaged by water repellent. 2. Protect glass, glazed products and prefinished products from contact with water repellent. 3. Protect landscape materials with breathing type drop cloths; plastic covers not acceptable. D. Sealant Coordination: 1. Assure water repellent compatibility with each type of joint sealer within or adjacent to surfaces receiving treatment. 2. Coordinate treatment application with joint sealers; where recommended by joint sealer manufacturer, apply water repellent after joint sealer is installed and cured. 3. Mask surfaces indicated to receive joint sealers which would be adversely affected by water repellent, where application must be applied prior to joint sealers. E. Test Application: Prior to performing water repellent work, including bulk purchase and delivery of products, manufacturer's representative and Contractor shall prepare a small application in an unobtrusive location for purpose of demonstrating final effect of installation and application rate for each material used. 3.2 APPLICATION A. Apply water repellent in accordance with manufacturer's instructions and applicable recommendations. 1. Apply a heavy saturation coating on surfaces indicated for treatment using high- volume low pressure spray equipment. 2. Pump shall not atomize materials but should flow material on the surface at a minimum rate of 1 to 1-1/2 gallons per minute. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 6 WATER REPELLENTS 3. If surface tension prevents immediate penetration of materials, briskly fog coat section prior to flood coat application. B. Do not allow material to run onto roof or asphalt. Use movable metal catcher or an absorbent material to intercept repellent. C. Coverage rates vary according to the substrate density. Actual material coverage rate shall be determined by the manufacturer's representative based on jobsite test applications, tests and findings. D. Expected rates for Hydrozo "Enviroseal" products, (Huls coverage similar): 1. Integrally Colored Masonry "Enviroseal Double 7" @ 75 - 95 sq.ft./gallon. 2. Unpainted Standard Masonry "Enviroseal Double 7 Block" @ 75 - 95 sq.ft./gallon. 3. Unpainted Concrete "Enviroseal 20"or "Double 7 Brick" @ 125 - 175 sq.ft./gallon 4. Fired Clay Brick Masonry "Enviroseal Double 7 Brick" @ 80 - 110 sq.ft./gallon 5. Cement Plaster "Enviroseal 20" or "Double 7 Brick" @ 125 sq.ft./gallon 6. Exterior Insulation & Finish System .... "Enviroseal Double 7 Brick" @ 100 - 125 sq.ft./gallon 3.3 FIELD QUALITY CONTROL: Manufacturer's representative shall observe application of water repellent treatment in progress to verify compliance with instructions, recommendations and recommended coverage rates. 3.4 WATER TEST: Test the completed application for resistance to water penetration in accordance with the following variation of the American Architectural Manufacturers Association (AAMA) Test Specification 501.2. A. Ten days after completion of the work, the applicator, under the supervision of the manufacturer, shall test a wall area designated by the Owner's representative. Use a wall area with direct access to the inside face of the masonry. B. Conduct the test using a 3/," garden hose connected to the hose bib located in "Tire Installation", and an adjustable volume fan -spray nozzle. Make a temporary support to hold the nozzle ten feet from the wall, 36" above the floor line, aimed toward the wall at PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 7 WATER REPELLENTS 45° upward, so the stream of water strikes the outside surface of the wall at a 45° downward angle. Run water stream continuously for two (2) hours. C. Should the inside face of the tested wall area show a trace of moisture, apply another full coat of water repellent to all previously treated wall surfaces at no additional cost to the Owner. D. If the tested wall area fails to pass the water test, all other previously treated walls shall also be tested as described above and at the Contractor's expense. 3.5 CLEANING: Clean water repellent from adjoining surfaces immediately after spillage. Comply with manufacturer's recommendations for proper cleaning techniques to prevent damage. END OF SECTION 07180 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07180 Page 8 WATER REPELLENTS (Blank Page) PRICECOSTCO, INC, Regional Optical Facility 1141 Saxon Drive M. P. # 95-074' Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 BUILDING INSULATION PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): All rigid and batt insulation as specified herein and indicated on the Drawings for a complete installation. 1.3 SUBMITTALS: Prior to installation submit 5 copies of a complete list of all materials provided in this Section. Include manufacturer's name, catalog numbers, "R" values and reference Locations to be installed. 1.4 PRODUCT HANDLING: All materials must be delivered in original unopened packages with manufacturer's name and contents legibly indicated. Store in a dry, safe enclosed area protected from damage until ready for use. PART 2. PRODUCTS 2.1 BATT INSULATION (Non -Exposed for Installation in Walls and Enclosed Areas) A. Glass fiber batts enclosed in a continuous vapor retarder envelope: 1. Comply with performance requirements of Federal Specification HH -1-521F Type II Class C. 2. All products shall carry NAHB Research Foundation Inc. label which represents that samples of the product have been tested and the "R" values stated on the package are accurate and the insulation will perform as stated. 3. Provide 15" width batts (as required by stud spacing) with stapling flange. B. "Light Density Thermal Insulation" as manufactured by Owens-Corning with Kraft vapor retarder. C. Glass fiber insulation by Johns -Manville is also approved. D. Mineral wool is NOT accepted as a substitute for glass fiber. 2.2 BATT INSULATION (All Roof/Ceilings Including Tire Installation and Sales) A. Glass fiber batts, with WMP-10 white metallized polypropylene, fiberglass reinforced facing having a flame spread not exceeding 25. Use product manufactured by Lamtec Corp. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 1195-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 Page 2 INSULATION 2.3 SOUND INSULATION BATTS (Walls and Ceiling as Indicated on Drawings) A. Unfaced glass fiber acoustical batts, "Fiberglass Noise Barrier Batts" as manufactured by Owens-Corning Fiberglass Corporation. B. 3-1/2" thick batts (R-11), 15" width. 2.4 MASONRY INSULATION (Internal Cavity) Use one of the following: A. Granular vermiculite, water repellent, "Zonolite Masonry Insulation" as manufactured by W.R. Grace Company #2.412. Block wall insulation shall conform to ASTM Specification C-516-80, Type II Material (Specification for Loose Fill Insulation) or Federal Specification I -IH -1-585C. B. Two component amino-plast foam insulation rated as Class A building material for use in filling concrete masonry cores. Use "Core -Fill 500" by Tailored Chemical Products, Inc., Hickory, NC 28603, (704) 322-6512, FAX: (704) 322-7688, or approved equal product. 2.5 FOUNDATION INSULATION A. Closed cell, extruded polystyrene foam boards, "Styrofoam SM" by Dow Chemical Company, "Foamular" by Owens Corning, or approved equal. Expanded polystyrene, (EPS, or beadboard) will not be considered or permitted. B. 1" thick (R-5.4) rigid board. 2.6 FREEZER SLAB INSULATION A. Closed cell, extruded polystyrene foam boards, "Styrofoam SM" by Dow Chemical Company, "Foamular" by Owens Corning, or approved equal. Expanded polystyrene, (EPS, or beadboard) will not be considered or permitted. B. 8" thickness (2 (two) -4" lavers), minimum 1.8# density, 2'x 8' sheets, minimum R-40 each. C. Minimum comp. strength = 60 psi/sq.in., meet ASTM -0578 -Type VII. D. 6 mil vapor barrier under & up sides all insulation board. 2.7 FASTENERS: Staples, zinc -coated wire, and other devices for anchoring insulation shall be approved type furnished by insulation manufacturer or shall be type recommended by insulation manufacturer and approved by the Architect. PART 3. EXECUTION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. if 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 Page 3 INSULATION 3.1 PREPARATION A. All work by other trades to be concealed by insulation must be inspected and approved by those having jurisdiction prior to installation of insulation. B. All material shall be stamped or printed with manufacturer's name and identifying grade, type and number. C. Clean surfaces to receive insulation, make sure area is dry before proceeding. Install batts between framing members, fitting snugly at edges and without gaps or voids. Stuff insulation behind pipes, electrical boxes, and into voids created between headers and framing members to assure a complete, continuous thermal (or sound) enclosure for the entire building or area. D. Where thermal insulation is indicated on the drawings to be applied over exterior walls, use "Stic-Clips" or skewer type fasteners installed in accordance with the manufacturer's instructions. Where vapor barrier is penetrated by fasteners, seal with approved tape, or as recommended by insulation manufacturer. 3.2 INSTALLATION OF BATT INSULATION (Walls) A. Installation of the insulation shall be in strict accordance with the manufacturer's printed instructions for the specific product. B. The vapor retarder on insulation shall face building interior. C. Fit insulation between studs with flanges stapled to either the face of stud or side of stud every 8" to 12" o.c. to prevent gaps in the vapor barrier. D. Do not install insulation over or within 3" of fixtures containing lights, fans or other heat -generating electrical devices. Baffles shall be used to maintain 3" minimum clearance. E. Fit insulation in all framing spaces, including areas behind electrical outlets, piping and other areas, to form a complete insulating blanket around conditioned areas of structure. 3.3 INSTALLATION OF BATT INSULATION (Roof) A. Installation of the insulation shall be in strict accordance with the manufacturer's printed instructions for the specific product. B. Vapor retarder on white side of roof insulation shall face building interior. C. Fit insulation between joists with flanges stapled to either the face of joist or side of joist every 8" to 12" o.c. to prevent gaps in the vapor barrier. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 Page 4 INSULATION D. Do not install insulation over or within 3" of fixtures containing lights, fans or other heat -generating electrical devices. Baffles shall be used to maintain 3" minimum clearance. E. Fit insulation in all framing spaces, including areas behind electrical outlets, piping and other areas, to form a complete insulating blanket around conditioned areas of structure. F. Provide and install batts full width of truss spacing. Fasten wires at 1'0" O.C. on each truss chord, criss-cross wires from truss to truss. G. Maintain minimum clear air space between insulation and bottom of plywood roof deck, as shown on drawings. Exposed vinyl facing shall not exceed 12" from bottom of plywood deck. 3.4 INSTALLATION OF MASONRY INSULATION (Internal Cavities) A. Fill all masonry cavities not grouted solid. B. Placed insulation directly into the masonry cores using methods recommended by insulation manufacturer. C. Make fills at any convenient interval without bridging, but the height of any fill shall not exceed 20 feet. Rodding or tamping is not necessary. D. Block masonry or mortar openings at pilasters and other locations where needed to prevent insulation leakage. Fill weep holes with glass fiber, rope or copper screen to allow moisture drainage but prevent insulation leakage. 3.5 INSTALLATION OF FOUNDATION INSULATION A. Installation of the insulation shall be in strict accordance with the manufacturer's printed instructions for the specific product. B. Boards are installed vertically against the foundation wall and horizontally under floor slab as indicated on Drawings. C. Boards are held in place by backfill and can be spot -bonded or mechanically fastened as required by manufacturer's directions. 3.6 LOCATIONS AND THICKNESSES: Provide insulation to achieve the following minimum "R" values, unless local jurisdictions require greater values, then provide the amount required to meet local codes. A. Sound insulation - 3-1/2" "Fiberglass Noise Barrier Batts" in all restroom walls. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 Page 5 INSULATION B. Roof - "Flame Spread 25" white metallized polypropylene (fiberglass yam reinforced) facing and fiberglass batts, (R = 23). C. Wall - "Flame Spread 25" white metallized polypropylene (fiberglass yam reinforced) facing and fiberglass butts (R- 15). 3.7 CLEAN UP: Upon completion of all insulation work, remove all implements of service, tools and excess materials, rubbish, and debris and leave the entire building in a clean, acceptable manner. END OF SECTION 07200 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07200 Page 6 INSULATION (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07600 FLASHING AND SHEET METAL PAGE 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Furnish and install all sheet metal work and related items require to complete work indicated on Drawings and specified, except work in connection with Division 15. 1.3 SHOP DRAWINGS: Submit five (5) sets of complete shop drawings of all sheet metal work for Architect's review. Detail drawings to include sheet metal joints. 1.4 QUALITY ASSURANCE: Roofing contractor shall install or have installed sheet metal used in roofing application. 1.5 WARRANTY: Sheet metal used in flashing and roofing application is included in built-up roofing warranty (See Section 07500). Guarantee sheet metal against leakage. PAGE 2. PRODUCTS 2.1 GENERAL: All material best commercial quality, thickness not less than noted below. Use heavier gauges where called for in items specified and as noted on Drawings. 2.2 GALVANIZED SHEET STEEL A. Hot dipped zinc coated sheet steel; 1 1/2 oz. per sq. ft. coating treated to hold paint. B. A.S.T.M. A-93. C. Armco "Zinc Grip", Republic "U -Lay" or approved. 2.3 SOLDER A. Best commercial quality of type most suitable for metal to be soldered. B. A.S.T.M. B-32-49 50% lead, 50% tin. 2.4 FASTENERS: Large head nails, galvanized steel for galvanized steel and zinc alloy, with neoprene washers. 2.5 PLASTIC CEMENT: Plastic bituminous cement Federal Specifications SS -C-153. Type 1. 2.6 SHEET METAL COUNTER FLASHING: "Fry Springlock" 24 gauge galvanized steel, Type SA (masonry), type ST (E.I.F.S.) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07600 Page 2 FLASHING AND SHEET METAL 2.7 SHOP PAINT: "Tnemec" #99 - red primer, or equal. PAGE 3. EXECUTION 3.1 PREPARATION A. Shop Painting of Galvanized Steel - Coat with solution of 8 oz. copper sulphate to the gallon of water. Permit coating to remain on surface 12 hours, then dust off with stiff brushes. Prime all surfaces one coat approved metal paint. Touch-up damaged areas with same material after installation. B. Electrolytic Protection - Where materials dissimilar in galvanic range are in contact, paint contact surfaces with bituminous paint or epoxy chromate primer. 3.2 WORKMANSHIP - GENERAL A. Lines, molding, and edges sharp and true, reinforced as required for stiffness. B. Allow for expansion and contraction, for shrinkage of construction. Joints and seams neatly formed and finished, surfaces free from waves and buckles. C. Make exterior work permanently weathertight. D. Conceal all fastenings where possible. 3.3 FLASHING - GENERAL A. Corners shop formed and soldered, extending at least 1 foot each side of corner. Use concealed fastenings where possible. B. Where necessary to expose nailing, use large head nails, capped with lead. 3.4 COPING A. Form to detail of 24 gauge steel (galvanized) in 10'-0" - 12'-0" lengths, or as detailed. B. End sections to be formed, closed and soldered to appear as one piece. C. Provide concealed offset interlock slip joint at all joints. No standing seam joints allowed. D. Miter and solder corners and interlock each side with concealed slip joint. Exterior coverplates are not allowed. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9'27196 SECTION 07600 Page 3 FLASHING AND SHEET METAL E. Caulk all joints with one part Thiokol caulking. F. End lap all flashings at least 6" unless noted otherwise. Lap seams in direction of flow. G. Whenever possible, secure metal by means of clips or cleats without nailing through the metal. In general, space all nails, rivets, and screws not more than 24" apart, and when exposed to weather, use neoprene washers. For nailing into wood, use barbed roofing nails 1-1/4" long by 11 gauge. For nailing into concrete or masonry, use drilled plug holes and plugs. 3.5 SCUPPER OVERFLOWS: indicated on Drawings. 3.6 3.7 DOWNSPOUTS (Exterior): indicated on Drawings. Furnish and install 24 gauge sheet metal overflows, locations as Furnish and install 24 gauge galvanized downspouts where ROOF DRAINS: See Division 15 Mechanical (Plumbing) for roof drains. END OF SECTION 07600 PRICECOSTCO, INC. 1141 Saxon Drive . M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07600 Page 4 FLASHING AND SHEET METAL (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 kst?v?;i:J:a•;`::rr.tcw..,�.tz:.. a�.x...�,.M.....«....�..,.................-,.....�..»....,.w«.,..,..,.c.<�,.w..,M..+..�.w.......",,..,,,....�....«..�....,........,.�...«..,.�......�........,...-...-,�.�.._.. SECTION 07700 ROOF ACCESSORIES PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (In This Section): Provide all roof accessories specified herein for a complete installation, including: A. All labor and equipment rental necessary to unload and install all skylight products as indicated on the drawings, and perform all warrantee work required during the warrantee period. B. Contractor to provide all curbs for roof skylights, smoke vents and all roof mounted equipment. 1.3 RELATED WORK (In Other Sections) A. Rough Carpentry Section 06100 B. Membrane Roofing Section 07500 C. Flashing and Sheet Metal Section 07600 D. Caulking and Sealants Section 07900 E. Curbs on Pre -Engineered Metal Building Section 13120 F. Curbs on Pre -Engineered Metal Roof Section 13121 1.4 SUBMITTALS A. Contractor to submit smoke venting skylight to Building Dept./Fire Dept. for approval and then to Architect for review prior to installation. B. Submit five (5) copies of manufacturer's literature and complete shop drawings of fabrication and installation of items of this section to Architect prior to installation. 1.5 WARRANTY A. Provide manufacturer's 25 year warranty against leakage, and defects in materials and workmanship for "Energy Star" skylights, and smoke venting skylights. B. Provide 10 year leakage and workmanship and material warranty for roof hatch. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07700 Page 2 ROOF ACCESSORIES PART 2. PRODUCTS 2.1 CURB MOUNTED ROOF HATCH: Provide one (1) Bilco Company Type S-20, 30" x 36" roof hatch complete with hasp, eye and padlock. See Drawings for location. Separate "LadderUP Safety Post" manufactured by the Bilco Company, for installation on fixed ladder is Specified in Section 05500. 2.2 SMOKE VENTING SKYLIGHTS: "Energy Star" smoke venting skylights as manufactured by Bristolite Skylights, 401 E. Goetz Ave., Santa Ana, CA (714) 540-8950. See drawings for locations and sizes. A. Model #4896 ES-SHD-CM-1-ESA-MF or Model #6072 ES-SHD-CM-1-ESA-MF or U.L. listed 5'0" x 5'0" unit when required. B. Torsion bar ICBO approved, FM approved 165 listed fusible link. C. Acrylic clad -fiberglass dome with 72% light transmission and a 66% shading coefficient (I.C.B.O.#2469), one-piece, leak -proof design. D. Integral condensate gutter, and burglar bar grid, painted white. E. Manufacturer to obtain Fire Department and Building Department approval of smoke vent prior to installation. F. Curb support and counter flashing are not included. 2.3 SKYLIGHTS: Skylights "Energy Star" (no substitutions) as manufactured by Bristolite Skylights, 401 E.Goetz Ave., Santa Ana, CA (714) 540-8950. See drawings for location and sizes. A. Model #4896 ES -CM -2 -ESA -MF, or Model #6072 ES -CM -2 -ESA -MF. B. Integral condensate gutter, and burgler bar grid, painted white. C. Acrylic clad fiberglass dome with 72% visible light transmission and a 66% shading coefficient (I.C.B.O.#2469), one-piece, leak -proof design. D. Curb support and counter flashing are not included. 2.4 ROOF CURBS (Building Type B, B.U.R. over insulated metal roof deck & Type C, B.U.R. over metal deck canopies only): As manufactured by -- Custom Curbs, Inc. W. Jefferson Street, Suite 16 Phoenix, Arizona 85043 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 wr SECTION 07700 Page 3 ROOF ACCESSORIES (800) 262-6669 - Contact: Bob Banicki A. Use curbs with height to extend 12" above the top of finished Built Up Roof. Consider and compensate for presence and thickness of roof insulation when ordering. B. Provide curbs with 1/4" thick plywood liner on exterior curb face, extending full height from bottom to top of curb. C. Furnish curbs with Burglar Bar grid at each Skylight and Smoke Venting Skylight. Configure bar and gird mounting so attachment points and fasteners to curb are impossible to reach from the rooftop, or from outside the building. D. Skylight and Smokevent Curbs 1. Model No. CRC -3. 2. 2 x 2 pressure treated nailer under lip of curbs. 3. 18 ga. outer curb, 20 ga. inner curb. 4. All units fully insulated with minimum 16" curb height. 5. Top of curb to be parallel to roof deck. 6. Coordinate curb details and sizes with Bristolite. E. HVAC, Exhaust Fan, and Roof Hatch Curb 1. Model No. CRC -3, with gaskets as indicated on drawings. 2. 2 x 2 pressure treated nailer under lip of curb. 3. 18 ga. outer curb. 4. Fully insulated with minimum 12" curb height. (Wood Deck) 5. Fully insulated with minimum 14" curb height. (Metal Deck with B.U.R.) 6. Curb shall be constructed to match slope of roof and provide a level top surface. 7. Coordinate curbs sizes and details with roof mounted equipment supplier. F. Refrigeration Condenser Curb PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07700 Page 4 ROOF ACCESSORIES 1. Model No. CES -3 2. 2 x 6 pressure treated nailer. 3. Curb gauge as required by manufacturer's engineer for unit weight indicated on drawing. 4. Coordinate size and details with Refrigeration Contractors. G. Refrigeration Piping Penetration 1. Model No. CPB -3 2. Size as required by refrigerator contractor. 3. Fully insulated with minimum 16" curb height (to nailer plate). PART 3. EXECUTION 3.1 ORDERING SKYLIGHTS AND SMOKE VENTING SKYLIGHTS A. Six (6) weeks prior to the scheduled skylight installation, contact Bristolite Skylights in writing, attention Mr. Paul Dudley, at 401 East Goetz Avenue (P.O. Box 2515), Santa Ana, CA 92707, (714) 540-8950. B. The letter to Mr. Paul Dudley shall include the contractor name, job name, job phone number, exact date the products are needed on site, the delivery address and a "24 hour before shipment" phone number for the carrier to call prior to leaving the factory. 1. Mr. Paul Dudley will confirm the order and return to the Contractor a complete "takeoff' indicating all products to be shipped. The Contractor shall confirm those materials and quantities with the plans and must send a return takeoff to Mr. Paul Dudley for final confirmation. 2. Paul Dudley will send shop drawings to the Contractor for submittal to Architect for review. Bristolite is solely responsible for the correctness of the shipped products and quantities. C. The Contractor shall receive the skylights at the job site and shall review the order for completeness and inspect the shipment for damages. The Contractor shall mark shortages or damages on the receiving bill at the time of receiving and include a copy with a supplemental order to Mr. Paul Dudley. Shortages or damage not marked on the original receiving bill will be considered the responsibility of the Contractor. Once received, the Contractor shall take full responsibility for storage and protection of all materials supplied by Bristolite. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07700 Page 5 ROOF ACCESSORIES 3.2 INSTALLATION OF CURBS: A. Install curbs per shop drawings and manufacturers recommendations. B. Verify all locations with HVAC drawings and shop drawings of roof joists. C. Install gaskets on day roof mounted units are set on curbs. 3.3 INSTALLATION: A. All skylight products (skylights and smoke hatches) shall be provided and installed by the General Contractor or his subcontractor under this section. All hardware and sealants related to the installation shall be provided by the contractor. B. Install roof hatch smoke vents and skylights per manufacturer's directions and as indicated on the reviewed shop drawings. C. Wash all skylights with a mild soap solution, rinse with clear water and wipe dry. END OF SECTION 07700 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07700 Page 6 ROOF ACCESSORIES (Blank Page) PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility. M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .14 SECTION 07900 JOINT SEALANTS PART 1. GENERAL 1.1 SCOPE: Requirements of the "Conditions of the Contract. and of Division 1 of these Specifications apply to all work in this section. 1.2 EXTENT OF WORK (IN THIS SECTION): Work includes but is not limited to all caulking and sealants indicated on the Drawings, sealing of joints, for a complete, weathertight installation. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Unit Masonry Section 04200 B. Flashing and Sheet Metal Section 07600 C. Special Doors Section 08310 1.4 PRODUCT HANDLING: Deliver all materials in original unopened containers bearing manufacturer's labels. PART 2. PRODUCTS 2.1 POLYSULFIDE (THIOKOL) TYPE SEALANT for caulking joints exposed to the weather or sunlight, (Does not include G.F.R.C.) shall be single or multi-component compound bearing the Thiokol Chemical Corp. seal of approval, and complying with Federal Specifications TT -S -00230C, Type II, Class A or TT -S -00227E, Type II, Class A, including the following: PRC Rubber Caulk 7000. Sonnebom Sonolastic l -Part or 2 -Parts. A.C. Horn Co. Hornflex One -Component Hornflex Two -Component or Vertiseal. Color shall be as selected by the Architect where caulking is exposed to view. Subcontractor shall submit listing of locations requiring selection, and shall not proceed with work until written approval is obtained. 2.2 BUTYL RUBBER SEALANT for use where not exposed to the weather or sunlight shall be polymerized butyl rubber and inert fillers (pigments), solvent -based with minimum 75% solids, non -sag consistency, tack -free time of 24 hours or less, paintable, non -staining, unless indicated otherwise, and shall comply with Federal Specification TT -S-001657. Butyl rubber sealant shall be one of the following, or as approved by the Architect. Gibson -Homans Company Butyl Caulk PRICECOSTCO, INC. 1141 Saxon Drive M. P. N 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07900 Page 2 JOINT SEALANTS A.C. Horn Company HornSeal Protective Treatments, Inc. PTI 707 Sonneborn Butakauk Toch Brothers Butyl -Seal Color shall be as selected by the Architect where caulking is exposed to view, subcontractor shall submit listing of locations requiring selection and shall not proceed with work until written approval is obtained. 2.3 POLYURETHANE SEALANTS: A. Polyurethane sealant for joints in building components, (includes G.F.R.C.) shall comply with Federal Specifications TT -S -00230C, Type II, Class A or TT -S -00227E, Type II, Class A of one of the following manufacturer's or as approved by the Architect in manufacturer's standard color, selected by the Architect. These sealants, at the Contractor's option may be used in lieu of polysulfide or butyl rubber sealants for both interior and exterior work. Sonneborn Sonolastic NP -1, one -component Sonolastic NP -2, two -components Sika Corp. Sikaflex 1-a. Gibson Homans Company Eternaflex, two -component Tremco Mfg. Company Dymonic, one -component Dymeric, two -components Vulkem Vulkem 116, one -component Vulkem 227, two -components B. Polyurethane sealant for use in joints of concrete walks and pavement shall be self - leveling Type conforming with requirements of Federal Specification TT -S -00227E, Type I, Class "A" of one of the following manufacturers, or as approved by the Architect: Gibson Homans Co Pour Grade two -component Urethane Sealant PRC Rubber Caulk 270 Sonneborn Sonolastic Paving Joint Sealant Sonolastic SL -1 Toch Brothers Polytok Sealant, Pour Grade 2.4 CAULKING COMPOUND FOR THRESHOLDS: Caulking compound shall be of the light gray color, of a consistency for use with gun or knife, as the occasion demands, shall be for use without paint finish, shall meet requirements of Federal Specification TT -C-598, and shall be the product of one of the following listed manufacturers, or as approved by the Architect. Gibson Homans Co Professional Caulk. Toch Brothers Elastoid. Tremco Mfg. Co Caulking Compound. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 i SECTION 07900 Page 3 JOINT SEALANTS At Contractor's option, Butyl Rubber Sealant specified herein before may be used for setting thresholds. 2.5 CLEAR SILICONE SEALANT for use at joint adjacent to stainless steel work and where indicated on the Drawings shall comply with requirements of Federal Specification TT -S - 001543A, Class A, shall be one of the following, or as approved by the Architect. Dow Corning No. 999 General Electric Co. Silglaze 2.6 SILICONE SEALANT for use at juncture of plumbing fixtures and wall surfaces shall comply with requirements of Federal Specification TT -S -001543A, Class A, shall be one of the following, or as approved by the Architect. Dow Corning No. 8640 General Electric Co. No. SCS -1702 2.7 ACOUSTICAL SEALANT for use at sound isolated partitions and at perimeter of gypsum wallboard partitions where indicated on the drawings: Tremco Mfg. Company Acoustical Sealant U.S.G Acoustical Sealant 2.8 MISCELLANEOUS MATERIALS:4 A. Joint Cleaner: Provide the type of joint cleaning compound recommended by the sealant or caulking compound manufacturer's for the joint surfaces to be cleaned. B. Joint Primer/Sealer: Provide the type of joint primer/sealer recommended by the sealant manufacturer, for the joint surfaces to be primed or sealed. C. Bond Breaker Tape: Polyethylene tape or other plastic tape as recommended by the sealant manufacturer, to be applied to sealant -contact surfaces where bond to the substrate or joint filler must be avoided for proper performance of sealant. Provide self- adhesive tape wherever applicable. D. Sealant Backer Rod: Compressible rod stock polyethylene foam, polyethylene jacketed polyurethane foam, butyl rubber foam, neoprene foam or other flexible permanent, durable non-absorptive material as recommended for compatibility with sealant by the sealant manufacturer which will control the joint depth for sealant placement, break bond of sealant at bottom joint and form optimum shape of sealant bead on back side. PART 3. EXECUTION: PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 07900 Page 4 JOINT SEALANTS 3.1 JOINT SURFACE PREPARATION: A. Clean joint surfaces immediately before installation of sealant or caulking compound. Remove dirt, insecure coatings, moisture and other substances which would interfere with bond of sealant or caulking compound. B. Etch concrete and masonry joint surfaces to remove excess alkalinity, unless sealant manufacturer's printed instructions indicate that alkalinity does not interfere with sealant bond and performance. C. Roughen joint surfaces on vitreous coated and similar nonporous materials, wherever sealant manufacturer's data indicates lower bond strength than for porous surfaces. Rub with fine abrasive cloth or wool to produce a dull sheen. 3.2 INSTALLATION: Furnish and install appropriate sealants at exterior and interior joints, in horizontal and vertical surfaces where shown on the drawings, and where otherwise necessary to make the construction weathertight, and sound resistant; preventing the passage of air, gasses, or moisture through the construction. A. Comply with sealant manufacturer's printed instructions, except where more stringent requirements are shown or specified and except where manufacturer's technical representative directs otherwise. B. Prime or seal the joint surfaces wherever shown or recommended by the sealant manufacturer. Do not allow primer/sealer to spill or migrate onto adjoining surfaces. C. Install sealant backer rod for liquid elastomeric sealants, except where recommended to be omitted by sealant manufacturer for the application shown. D. Install bond breaker tape wherever required by manufacturer's recommendations to ensure that elastomeric sealants will perform properly. E. Properly dam penetrations requiring fire stop sealant to keep sealant in place. Follow manufacturer's instructions for mixing and application. F. Employ only proven installation techniques. Except as otherwise indicated, fill sealant rabbet to a slightly concave surface, slightly below adjoining surfaces. Where horizontal joints are between a horizontal surface and a vertical surface, fill joint to form a slight cove so that joint will not trap moisture and dirt. G. Install sealants to depths as shown, or if not shown, as recommended by the sealant manufacturer but within the following general limitations. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 one SECTION 07900 Page 5 JOINT SEALANTS 1. For sidewalks, pavements and similar joints sealed with elastomeric sealants and subject to traffic and other abrasion and indentation exposures, fill joints to a depth equal to 75% of joint width, but not more than 3/4" deep or less than 3/8" deep. 2. For normal moving joints sealed with elastomeric sealants, but not subject to traffic, fill joints to a depth equal to 50% of joint width, but not more than 1/2" deep or less than 1/4" deep. H. Spillage: Do not allow sealants or compounds to overflow or spill onto adjoining surfaces, or to migrate into the voids of adjoining surfaces including rough textures. Use masking tape or other precautionary devices to prevent staining of adjoining surfaces, by either the primer/sealer or the sealant/caulking compound. I. Remove excess and spillage of compounds promptly as the work progresses. Clean the adjoining surfaces by whatever means be necessary to eliminate evidence of spillage without damage to the adjoining surfaces or finishes. 3.3 SEALANT AT PLUMBING FIXTURES: Install to straight neat lines, providing positive drainage, without hollow or low spaces between the fixture and wall. END OF SECTION 07900 PRICECOSTCO, INC. Regional Optical Facility Tukwila, Washington 98188 1141 Saxon Drive M. P. # 95-074 Bldg Permit Issue 9/27/96 SECTION 07900 Page 6 JOINT SEALANTS (Blank Page) . PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility Tukwila, Washington 98188 M. P. 1195-074 Bldg Permit Issue 9/27/96 ij SECTION 08100 METAL DOORS AND FRAMES PART 1. GENERAL ... .................,.,..........,...10..w....«.,-..+........ 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Furnish and install all hollow metal doors and hollow metal frames as indicated on Drawings and specified herein. 1.3 RELATED WORK (In Other Sections) A. Grout for Hollow Metal Frames Section 04100 B. Installation of Hollow Metal Frames Sections 04200, 05420, & 06100 C. Finish Hardware Section 08700 1.4 SUBMITTALS: Submit five (5) sets of shop drawings to Architect for approval. Indicate details of door and frame construction and all cutouts and hardware reinforcing. 1.5 SCHEDULE: All exterior doors shall be installed and operational prior to Partial Substantial Completion to allow Owner's personnel to install security system. PART 2. PRODUCTS 2.1 DOORS A. Conform to U.S. Commercial Standards CS -242. B. "Type LF -18" as manufactured by Steelcraft 18 gauge flush panel with edge seams welded and filled. 1. All voids filled with mineral insulation and sound deadening material. 2. 1-3/4" thick with reinforcing for all hardware. 3. Weld flush plates to top of all exterior doors. C. U.L. label as required. D. Curries, and Ceco are also approved door manufacturers. 2.2 FRAMES A. Conform to U.S. Commercial Standards CS -242. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08100 Page 2 METAL DOORS AND FRAMES B. Door frames welded unit 16 gauge, width as required to wrap around all finish wall material, as manufactured by Steelcraft, Curries, or Ceco. 1. Provide jamb anchors not more than 8" from tops and bottoms of frames, not more than 2 feet apart between, minimum four (4) anchors per jamb. 2. All 7'0" high door frames in concrete masonry openings shall have 4" high frame head. 3. All pairs of 4'0" doors in concrete masonry openings shall have 2" wide frame jambs and 4" wide center mullion. 4. Make standard provision for hardware in accordance with practice of Steel Door Institute. See Finish Hardware Schedule. 5. Install 10 gauge reinforcing at double acting door hinge locations. 6. Note frames with double acting doors - no stops. C. U.L. label as required. D. Provide hollow metal frames for interior relites, where indicated, with steel keystock stops all around. PART 3. EXECUTION 3.1 SHOP FINISHES: Exterior doors and frames chemically treated under shop prime painting. 3.2 INSTALLATION A. Installation included in Sections 04200 05420, and 06100. B. Erect frames and doors true and plumb in all openings. Brace during installation of block and concrete. Install wall ties in block courses and concrete during masonry and concrete construction. END OF SECTION 08100 PRICECOSTCO, INC. 1141 Saxon Drive Regional Optical Facility M. P. k 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 1134.; �,,� J..,o SECTION 08200 WOOD AND PLASTIC DOORS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Furnish wood doors in sizes and thicknesses as indicated on Drawings and specified herein. 1.3 RELATED WORK (In Other Sections): A. Door Installation Section 06200 B. Finish Hardware Section 08700 1.4 SUBM1TTALS: Submit five (5) sets to Architect for approval. 1.5 PRODUCT HANDLING: Handle and protect doors to prevent damage. Replace all damaged doors. PART 2. PRODUCTS 2.1 WOOD DOORS A. Hot pressed 1-3/4" thick particleboard core doors, 5 ply minimum, for Nonrated (DPC- 1) or Fire Rated 20 -Minute (DFP -20) assemblies. Use 5 -ply Particleboard Core Doors by Weyerhaeuser Door Division, Marshfield, WI 54449-7780, (800) 869-3667, equal product by VT Industries, Inc., Holstein, IA 51025, (712) 368-4381, or other approved manufacturer. Doors shall exceed ANSI/NWWDA I.S.1-A93 and AWI Section 1300 Quality Standards. B. Where fire -rated assemblies are scheduled, provide doors with Warnock -Hersey or U.L. fire ratings, with labels attached. C. Hardware Preparation: All cutouts for mortise hardware shall be made at the factory from hardware manufacturer's templates and approved shop drawings. Hardware and door frame schedules and hardware manufacturer's templates shall be furnished by appropriate subcontractor to the door manufacturer as required. D. Finish: 1. Doors shall be surfaced with premium grade white birch wood veneers and birch edges. 2. Clear or stain with satin gloss topcoat, color as selected by Architect. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08200 Page 2 WOOD AND PLASTIC DOORS 3. Where lites are indicated on the drawings, make cutouts at the factory. Provide wood glazing stops for non -rated doors, primed steel frames for fire -rated doors. PART 3. EXECUTION 3.1 See Section 06200 for installation. 3.2 Provide rated doors as indicated in Door Schedule. END OF SECTION 08200 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P.'# 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .......wwwe..�»^�. na..ww. r.r,nauw... wr.-. �wr....., uv...........w SECTION 08300 SPECIAL DOORS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide all upward -acting sectional doors, (veritcal lift) overhead doors, overhead panoramic doors, roll -up doors and roll -up fire shutters, as specified herein and indicated on the Drawings. 1.3 RELATED WORK (In Other Sections) A. Rough Carpentry Section 06100 B. Finish Hardware Section 08700 1.4 SUBMITTALS : Submit shop drawings to Architect for review prior to installation. 1.5 SCHEDULE: All exterior doors shall be installed and operational prior to Partial Substantial Completion to allow Owner's personnel to install security system. 1.6 WARRANTY: Provide one (1) year warranty on workmanship and materials on all special doors specified herein. On insulated doors, the panel shall carry a 5 - year warranty against delamination of foam from the steel skins. PART 2. PRODUCTS 2.1 ROLL -UP DOORS (Overhead Coiling): Roll -up doors shall be Series 625 as manufactured by Overhead Door Coporation. This specification is based on Overhead Door Corporation; Kinnear, Ceco/Windsor, Atlas Roll -Lite and Raynor Garage Doors are also approved manufacturers. A. Curtain shall be "F-2651 Stormtite" insulated slats R=5.82, 18 gauge front cover and 24 gauge back cover. Endlocks shall be used on alternate slats and designed to meet or exceed industry standards for the wind load for this project location. See drawings for structural notes on wind load. B. Bottom bar shall be two steel angles with combination weatherstrip and reversing edge. C. Guides shall be three structural steel angles. Guides shall be equipped with windlock bars as required to meet design windload. D. Brackets shall be hot rolled steel plate to support the barrel, counterbalance and hood. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08300 Page 2 SPECIAL DOORS E. Counterbalance shall be helical torsion springs housed in steel pipe barrel, supporting the curtain with a deflection limited to .03" per foot of width. Counterbalance shall be adjustable by means of an adjusting tension wheel. F. Hood shall be 24 gauge galvanized primed steel. G. Door operation shall be chain -hoist. Provide chain keepers suitable for padlocks by others. H. Weatherstripping shall include bottom weatherstrip, stripping on exterior surface of guide and internal hood baffle weatherstrip. I. Paint shall be by manufacturer for all doors prior to shipping as follows (not a standard manufacturer's procedure): 1. Curtains and hood shall receive a baked -on coat of primer prior to roll forming. 2. All non -galvanized exposed, ferrous surfaces shall receive one coat of rust -inhibitive primer. 3. Two coats exterior industrial enamel, in final color selected by Architect for front cover, white for backside. PART 3. EXECUTION 3.1 INSTALLATION OF ROLL -UP DOORS A. All doors shall be installed by an applicator approved by the manufacturer. B. Install doors per manufacturer's recommendations. END OF SECTION 08300 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 eintilo 1:4 1041. �t��:'i`u+;+f.�'t �1.t,:e�cc�:..e._w..�....�............�......�.......+,o.�....�u.....w.ors.man..,�..:.w-w�.we:..k.�..vw»..��...:,uc. rv�.....a....�......».,.,—.............-_...»...-.....�.._».............._._....«. SECTION 08400 ALUMINUM STOREFRONTS AND ENTRANCES PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide complete Aluminum Storefront, Aluminum Entry Doors, Sliding Glass Pass-Thru Windows, Consultation Window at Pharmacy, and sheet aluminum coverings as indicated on the Drawings and specified herein. 1.3 RELATED WORK (In Other Sections) A. Unit Masonry Section 04200 B. Sealants Section 07900 C. Hardware Section 08700 D. Glass, Glazing Section 08800 1.4 SUBMITTALS: Submit five (5) sets of shop drawings to the Architect for approval showing materials, profiles, thicknesses, dimensions, fasteners, anchors and all pertinent details. PART 2. PRODUCTS 2.1 ALUMINUM STOREFRONT SYSTEM A. Quality Assurance 1. Drawings and Specifications are based on the "Trifab 450" and "Trifab 451" framing systems, and "Series 500 Wide Stile" Entry Doors as manufactured by Kawneer Company, Inc. 2. United States Aluminum Corp. and Vistawall Architectural Products are also approved manufacturers. B. Materials - General 1. Extrusions shall be 6063-T5 alloy and temper (ASTM B221 alloy G.S. 10A -T5). 2. Fasteners, where exposed, shall be aluminum, stainless steel or zinc plated steel in accordance with ASTM A164. 3. Perimeter anchors shall be aluminum or steel, providing the steel is properly isolated from the aluminum. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 "417.{�l.,y✓.. n'RCb:VR riNWav+V'..MVrw.rea�.� SECTION 08400 Page 2 ALUMINUM STOREFRONTS AND ENTRANCES 4. Glazing gaskets shall be elastomeric extrusions. 5. Single -acting entrance frame weather stripping shall be non -porous, polymeric material. C. Finish 1. All exposed framing surfaces shall be free of scratches and other serious blemishes. 2. Aluminum moldings shall be given a caustic etch followed by an anodic oxide treatment to obtain an Architectural Class I anodic coating with color conforming to Aluminum Association Standard AA -M12 CC22 A31. 3. Color shall be Permanodic 1417 Clear Anodized. D. Fabrication 1. "Trifab 450" and "Trifab 451" framing systems - a. The framing systems shall provide for flush glazing on all sides with no projecting stops. b. Vertical and horizontal framing members shall have a nominal face dimension of 1-3/4" and an overall depth of 4-1/2" with pockets for single or double glazing, as appropriate. 2. "Series 500 Wide Stile" Entry Doors: a. Make corners and connections using mechanical clip fasteners, SIGMA deep penetration, and fillet welds. b. Use snap -in type EPDM glazing gaskets and stops. c. Furnish doors with pile cloth weatherstripping, and EPDM blade gasket bottom sweep strip. d. Provide the following standard manufacturers' hardware as part of the storefront doors installation: 1) Hinges Top and Bottom Offset Pivots 2) Push/pull Type "F-2" push bar on both sides. 3) Closer Norton 1605 Single Acting with back -check. 4) Threshold Standard flat sections. 5) Lock Cylinder Cylinders and cylinder guard provided in finish hardware schedule and installed by entrance door contractor. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 aint SECTION 08400 Page 3 ALUMINUM STOREFRONTS AND ENTRANCES e. The door stile and rail face dimensions of the door shall be: 1) Vertical stile 5" 2) Top rail 5" 3) Bottom rail 10" E. Doors and frame assemblies shall be factory pre -fitted. All hardware items not of aluminum shall be stainless or white finished bronze. 2.2 SLIDING GLASS PASS-THROUGH WINDOWS: A. Aluminum Frames, with 1/4" DSB glass and extruded vinyl beads. Provide assembly with both panels sliding, overhead track supported, with no groove or obstruction in the countertop. B. Provide "Series E" and "Series G (standard bright aluminum screen)" sliding -window assemblies by Nissen and Company, South El Monte CA. (818) 579-5666, or approved equal. Use sizes and configurations shown on the drawings. 2.3 PHARMACY CONSULTATION WINDOW A. Casement Window - Ventana Window Co., Series 920. B. Contact Pete Rossie at (415) 822-6370. C. Provide full aluminum framed casement window with floating center mullion, 47 " x 401/4" where noted on plan. D. Corner construction of frame and vents shall be mitered and welded. Ventilators shall be side hinged to open out on extruded butt hinges of aluminum, and shall be securely fastened to frame and ventilator by stainless steel screws. No fixed center mullion. Frame with equal legs. E. Provide dead lock with cylinder from inside pharmacy lab only, flush bolt top and bottom. F. Glazing stops shall be snap -in type with EPDM glazing gaskets. G. A heavy duty friction adjuster (limit device) shall be provided for each ventilator. Keepers, vent guides and other attachments shall be of aluminum. 2.4 SHEET ALUMINUM COVERINGS: Sheet aluminum coverings, .404 gauge as indicated on the Drawings, color to match storefront. PART 3. EXECUTION PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08400 Page 4 ALUMINUM STOREFRONTS AND ENTRANCES 3.1 GENERAL - All Systems A. All items under this section shall be set in correct locations as indicated on the Drawings. B. Set members level, square, plumb and in alignment with other work in accordance with manufacturer's installation instructions and reviewed shop drawings. C. All joints between framing and building structure shall be sealed in order to secure a watertight installation. Use sealants and fiber rope as recommended by storefront manufacturer. D. Joints accurately formed and fitted, mitered and fitted to hairline joints. No gaps tolerated. E. Weld on concealed surfaces only. F. Make cut-outs accurately and reinforce to insure adequate strength. G. Where aluminum is in contact with dissimilar materials, treat surfaces to prevent electrolysis. Paint all aluminum surfaces in contact with steel with bitumastic paint as approved by manufacturer. H. Protect aluminum with plastic sheeting in all areas vulnerable to construction damage. 3.2 ALUMINUM STOREFRONT SYSTEMS A. Use "Trifab 450" with single glazing where storefront windows separate two different interior spaces within the building. B. Use "Trifab 451" with double, insulated glazing where strorefront windows are installed on the exterior of the building. 3.3 SHEET ALUMINUM COVERINGS A. All fastenings concealed. Drill all holes and thread as required. B. Finish surfaces straight and true, corners sharp and straight. C. No joints in running lengths. D. Close fit against materials covered. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08400 Page 5 ALUMINUM STOREFRONTS AND ENTRANCES 3.4 CLEANING: The General Contractor shall be responsible for final cleaning. Use cleaning materials recommended by manufacturer. END OF SECTION 08400 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08400 Page 6 ALUMINUM STOREFRONTS AND ENTRANCES (Blank Page) PRICECOSTCO, INC. Regional Optical Facility Tukwila, Washington. 98188 Bldg Pennit Issue 9/27/96 1141 Saxon Drive M. P. # 95-074 v: 4 SECTION 08700 HARDWARE PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 WORK INCLUDED (In This Section) A. Finish Hardware B. Thresholds C. Weatherstripping D. Electro -Mechanical Hardware E. Templates: Provide one copy of complete template information for each item along with one copy of the approved hardware schedule to hollow metal, wood and aluminum door and frame suppliers. F. Keying Schedule: After meeting with Owner and/or Architect to discuss specific keying requirements, submit three (3) copies of keying schedules. G. Wiring Diagrams: Provide complete wiring diagram and information for each electro- mechanical or electro -magnetic device. 1.3 RELATED WORK (In Other Sections): A. Cabinet Hardware Section 06200 B. Hollow Metal Doors Section 08100 C. Wood Doors Section 08200 D. Installation of Hardware Sections 08100 & 08200 E. Ceiling and Roof Access Doors Section 08300 F. Aluminum Door Hardware Section 08400 G. Toilet Accessories Section 10800 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. if 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 2 HARDWARE 1.4 QUALITY ASSURANCE A. Product Qualifications 1. Manufacturers: Manufacturers and model numbers listed are intended for purposes of exact requirements. Except as shown, no substitutions will be allowed. 2. The hardware supplier has the option of providing products from the listed "Selected Manufacturer" or the "Alternate Manufacturer". When an "Alternate Manufacturer" is not listed, the supplier must provide products from the "Selected Manufacturer". 3. Fire -Rated Openings: Provide hardware for fire -rated openings in compliance with NFPA Standard No.80. This requirement takes precedence over other requirements for such hardware. 4. Provide only hardware which has been tested and listed by UL or Warnock Hersey for the types and sizes or doors required, and complies with the requirements of the door and door frame labels. B. Supplier Qualifications: 1. Finish hardware shall be supplied by recognized Builders' Hardware Distributor who has been furnishing hardware in the same area as the project for a period of not less than five years. The supplier's organization shall include a certified "Architectural Hardware Consultant" who are available at all reasonable times during the course of the work to meet personally with the Owner, Architect, or Contractor for hardware consultation. 2. The supplier shall maintain a parts inventory of items supplied for future service to the Owner. The supplier must be an authorized "Factory Direct" distributer of the specified products. 1.5 SUBMITTALS A. Schedules 1. Within fourteen (14) days of receipt of purchase order, submit six (6) copies of completely detailed hardware schedules. List hardware for each door separately in the vertical format. List each item with manufacturers product number. 2. Note: The issuance of the purchase order, and submittal and review of the hardware schedule in a timely manner are critical to the project schedule. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 • r', SECTION 08700 Page 3 HARDWARE 3. All electro -mechanical and electro -magnetic items shall be underlined for coordination with other sections. 4. Review and acceptance by the Architect or Owner does not relieve the Contractor of exclusive responsibility to fulfill the requirements as shown and specified. 5. Promptly incorporate corrections and changes in the first submittal and return two (2) copies of the revised schedule to the Contractor. 6. Acceptance of the hardware schedule does not relieve the Supplier of responsibility for errors or omissions. B. Product Data: Provide six (6) copies of complete catalog information for each item along with the hardware schedules. 1.6 EXPEDITED PRODUCT ORDERING AND DELIVERY: Sargent Manufacturing Company maintains a "Turbo Program", a quick ship system to expedite orders and speed product deliveries of Sargent products used on PriceCostco projects. A. Order hardware through a Sargent distributer to use this expedited system. B. Specify on the hardware order that the project is PriceCostco, and Sargent products must be ordered through their "Turbo Program". 1.7 DELIVERY, STORAGE AND HANDLING A. Marking and Packaging: All items of hardware shall be delivered to the jobsite in the manufacturers' original packages and must be marked with door number and item number corresponding to the approved hardware schedule. B. Storage: The General Contractor shall provide a secure and dry area for storage of hardware items and must protect the material and finishes. C. The Hardware Supplier shall inventory the hardware jointly with the Contractor at the jobsite, until both parties are satisfied that the quantity is correct. 1.8 PROJECT SCHEDULE: All hardware for exterior doors shall be installed and operational at Partial Substantial Completion, ready for Owner's installation of security system. 1.9 WARRANTY: All hardware items shall be guaranteed free from defects in material and workmanship for a period of one (1) year, except for door closers which shall be guaranteed for a period of ten (10) years. PART 2. PRODUCTS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 4 HARDWARE 2.1 HARDWARE FINISHES A. Provide hardware items in the following finishes unless specified otherwise in the hardware groups. Butts (exterior) US32D Butts (interior) US26D Locks US26D Exit Devices US32D Surface Closers Painted to match US26D Stops US26D Kick Plates US32D 2.2 KEYS AND KEYING A. All locks, except at door #3, shall be keyed to the "Sargent" masterkey as directed by the warehouse manager. B. Door #3 shall be construction keyed for use by the Contractor during the construction phase. C. The Hardware Supplier shall provide permanent cylinders for door #3 that are keyed to the "Sargent" masterkey as directed by warehouse manager. D. At the time of completion of the construction phase, the Contractor shall remove the construction cylinders at door #3 and install the permanent cylinders. E. Key Quantities: Construction Keys: 10 Masterkeys: 10 Change Keys (each keyset): 10 2.3 QUANTITIES: A. B. C. Quantities listed are for the Contractors convenience only and are not guaranteed Items not specifically mentioned but necessary to complete the work shall be furnished, matching in quality and finish the items specified. Provide the required quantity of items listed for a complete installation. 2.4 HARDWARE GROUPS PRICECOSTCO, INC. 1141 Saxon Drive M. P. ak 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 5 HARDWARE A. Provide hardware as specified in the previous articles in groups according to the following schedule. (All door locks, locksets and latchsets shall have lever -type handles as scheduled, conforming to state handicapped access requirements): HW -1 (Pair of Aluminum Storefront Doors) Each shall have: Selected Manufacturer Alternate Manufacturer 2 Cylinders Sargent 47-41-101 None HW -2 (Single Doors Service to Exterior) Each shall have: Selected Manufacturer 3 Hinges McKinney TA2314 32Dx41/2x4'V2xNRP 1 Exit Device Sargent 28 -K -OB 1 Closer Sargent EN250-PED 1 Floor Stop Ives 444B26D 1 Threshold Pemko 2005AV x FHSL25 1 Door Bottom Pemko 315CN 1 Weatherstrip Pemko S88D 1 Rain Drip Cap Pemko 346C Alternate Manufacturer Lawrence BB4101 32Dx4'/2x4 Y2xNRP None LCN 4110 BBW F121X NGP 896 with bumper gasket NGP 200NA NGP 5050 NGP 16AD HW -3 (Single Exit Doors to Exterior) Each shall have: Selected Manufacturer Alternate Manufacturer 3 Hinges McKinney TA2314 Lawrence BB4101 32Dx4'Y2x41/4xNRP 32Dx4 %2x4''Y2xNRP 1 Exit Device Sargent 27-O-GTB None 1 Closer Sargent EN250-PED LCN 4110 1 Floor Stop Ives 444B26D BBW F121X 1 Threshold Pemko 2005AV x FHSL25 NGP 896 with bumper gasket 1 Door Bottom Pemko 315CN NGP 200NA 1 Weatherstrip Pemko S88D NGP 5050 1 Rain Drip Cap Pemko 346C NGP 16AD HW -4 (Receiving to Baler) Each shall have: Selected Manufacturer Alternate Manufacturer 2 Hinges McKinney T4A3786 Lawrence BB5151 x26Dx5x4'Y2 x26Dx5x4%2 1 Lock Sargent 28-10G13 x LJ x 26D... None 1 Holder Ives 93F14 BBW W9400B 1 Weatherstrip Pemko S88D (all four sides) NGP 5050 (all four sides) HW -5 (Receiving to Compactor): All Hardware Provided by Door Supplier. HW -6 (Overhead & Roll -Up Coiling Doors) Each shall have: Selected Manufacturer Alternate Manufacturer 1 Padlock Sargent 82-856 HSC None PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 6 HARDWARE X 2 -1/2" Shackle HW -7 (Work Areas to Offices) Each shall have: Selected Manufacturer Alternate Manufacturer 3 Hinges McKinney TA2714 Lawrence BB4101 x26Dx4'/2x4'/2xNRP x26Dx4'1x4'1xNRP 1 Lock Sargent 28-10G05 x LJ x 26D ...None 1 Closer Sargent EN1231-0 x TB LCN 1461 -FC x TB 1 Wall Stop Ives 4071/2 S32D BBW WC12X 3 Silencers Ives 20 BBW W07 1 Kickplate Tice B4E x 32D BBW 37 x 32D x 12" x 2" LTDW x 12" x 2" LTDW HW -8 (Work Area to Restrooms) Each shall have: Selected Manufacturer Alternate Manufacturer 3 Hinges McKinney TA2714 Lawrence 4181 x26Dx4 %2x4'1 x26Dx4'/2x4'/2 1 Push Plate/Pull Ives 8300 6 x 16 S32D None 1 Closer Sargent EN1231-0 x TB LCN 1461 -FC x TB 1 Wall Stop Ives 4071/2 S32D BBW WC12X 3 Silencers Ives 20 BBW W07 1 Kickplate Tice B4E x 32D BBW 37 x 32D x 12" x 2" LTDW x 12" x 2" LTDW HW -9 (Restroom to Shower) Each shall have: Selected Manufacturer Alternate Manufacturer 3 Hinges McKinney TA2714 Lawrence 4181 x26Dx4'1x4 1/2 x26Dx4'/2x4'Y2 1 Privacy Lock Sargent 28-10U65 x LJ 26D None 1 Louver K.M. Crowder Air Louvers S.D.L. - V90- 12 x 12 800A-1-12 x 12 1 Wall Stop Ives 407'1 S32D BBW WC12X 1 Threshold Pernko 171A x FHSL25 NGP 425 HW -10 (Work Area ) Each shall have: Selected Manufacturer Alternate Manufacturer 6 Hinges McKinney T2714 Lawrence 4181 x26Dx4 %2x4 1/2 x26Dx4 %2x4'1 1 Lock Sargent 28-10G05 x LJ x 26D ...None 2 Flushbolts Ives 458B26D BBW 5021 1 Dustproof Strike Ives 487 x 489 x 26D BBW 5045X 1 Wall Stop Ives 40712 S32D BBW WC12X 1 Floor Stop Ives 444B26D BBW F121X 4 Silencers Ives 20 BBW W07 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 7 HARDWARE PART 3. EXECUTION 3.1 INSTALLATION A. Hardware shall be installed by skilled mechanics to Architect's satisfaction. Conform strictly to Manufacturer's templates and instructions. B. Hardware Placement: 1. Reference the Door and Hardware Institute Handbook "Recommended Locations for Builders' Hardware for Standard Steel Doors and Frames". 2. Comply with the current edition of Washington State Rules and Regulation for Barrier -Free Design and Title III of the Americans with Disabilities Act. 3.2 INSPECTION A. After installation has been completed, the Hardware Supplier, in the presence of the Owner's representative shall check the job for proper installation and operation. 3.3 CLOSER ADJUSTMENT A. After the Contractor has installed all closers per installation instruction, and prior to final acceptance, by the Owner, the Hardware Supplier and Manufacturers representative shall jointly adjust closers for proper installation. 3.4 PROTECTION A. The General Contractor is responsible for the proper protection of all items until the Owner accepts the project as complete. END OF SECTION 08700 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08700 Page 8 HARDWARE (Blank Page) PRICECOSTCC0, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Bldg Permit Issue 9/27/96 Tukwila, Washington 98188 SECTION 08800 GLASS AND GLAZING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Furnish and install glass, and glazing, and related items as indicated on the Drawings and specified herein for a complete installation. 1.3 RELATED WORK (In Other Sections) A. Finish Carpentry Section 06200. B. Entrances, Storefront, Pharmacy Window Section 08400. C. Sealants Section 07900. D. Toilet Room Mirrors Section 10800. 1.4 SUBMITTALS: Submit samples of all types and colors of glazing. Give manufacturer's name, color and location of each to be used. Do no glazing until samples are approved by Architect. 1.5 SPECIAL HANDLING: Original labels, showing manufacturer, quality, and thickness required on each piece of glass, except where cutting makes this impossible. Deliver other glazing materials in original containers, manufacturer's label thereon. PART 2. PRODUCTS 2.1 STANDARDS A. Conform to Federal Specification DD -G -451A. B. All glazing materials used in glazed doors and glazed panels adjacent to doors shall comply with U.S. Consumer Product Safety Commission Standards for Architectural Glazing Materials (16CFR 1201C1 and CII). C. All glass to have certification for location used, meeting Federal requirements. 2.2 APPROVED GLASS MANUFACTURERS Abbreviations Libbey-Owens-Ford Glass Company LOF Mississippi Glass Company MG Pittsburgh Plate Glass Company PPG PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08800 Page 2 GLASS AND GLAZING (Specific manufacturer's products are listed herein to establish required quality). A. 1/4" Clear Glass 1. Polished both sides (tempered and standard). Flat transparent glass made in accordance with Federal Specification DD -G -451d. 2. Tempered units installed as indicated on Drawings and as required by U.S. Consumer Product Safety Standard 16CFR 1201 CI and CII. Tempered glass shall meet Federal Specification DD -G -1403B and ANSI Z97.11975. B. Insulating Glass: Two sheets of 1/4" clear tempered float glass separated by a 1/2" spacer, hermetically sealed. Provide P.P.G. "Clear Twindow Units", L.O.F. "Thernlopane Insulating Glass", or approved equal. 2.3 PUTTY AND GLAZING COMPOUND: PPG or approved. Color of exposed putty to match adjacent surfaces. PART 3. EXECUTION 3.1 PREPARATION A. Obtain exact size of glass at project. Thicknesses are subject to normal commercial tolerances. Size of pieces must be limited as indicated in Uniform Building Code. B. Do no glazing when temperatures are below 40' F. Do no glazing in wet weather except under cover. C. Contractor responsible for glass damaged or broken during construction. Leave whole, free from scratches or rattles. D. Cut glass to fit openings with even clearance all around. Continuous clean cut edges will be required; scratches and nipped edges will not be permitted. 3.2 INSTALLATION - GENERAL A. Conform to quality workmanship and methods as considered standard practice in the industry, and specific items as specified in this section and modified herein. B. Glazing beads to match frames not Less than .062" thick, snap -on type with neoprene or vinyl gaskets. Corners to be a tight fit. C. Refer to current glazing recommendations published by FGMA, AAMA, and SIGMA. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 VIM SECTION 08800 Page 3 GLASS AND GLAZING 3.3 1/4" CLEAR GLASS (Tempered and Standard): Install tempered and standard units in locations indicated on the Drawings and as detailed. Conform to recommendations for installation by glass manufacturer. 3.4 PUTTY AND GLAZING COMPOUND: Install per manufacturer's recommendations. 3.5 CLEAN-UP: Clean all glass on both sides before final acceptance. END OF SECTION 08800 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 08800 Page 4 GLASS AND GLAZING (Blank Page) ; PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 +i`'.t..tiY:A•.4:«�r�.,..:ww..,...n.....»,.....,..,,.»...,.....,,......�wo..�wcv...v..wu.w,wtiw..rue«.-..,«eHe.......w.,.n...wv.....�, SECTION 09120 CEILING SUSPENSION SYSTEMS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide metal ceiling suspension systems as indicated on the Drawings for a complete installation. 1.3 RELATED WORK (In Other Sections) A. Gypsum Wallboard Section 09250 1.4 SHOP DRAWINGS: Submit five (5) sets of the grid layout shop drawings and samples of all board to the Architect for approval. 1.5 COORDINATION: Coordinate as necessary with other trades to insure proper and adequate provisions for the work of their trades. 1.6 PRODUCT HANDLING: Deliver manufactured materials in original unbroken cartons, containers or packages bearing name of manufacturer and brand seals. Keep materials dry, clean and properly protected against deterioration of any form. PART 2. PRODUCTS 2.1 CEILING SUSPENSION SYSTEM (Gypsum Wallboard) A. Provide "DONN Rigid X Drywall Suspension System" as manufactured by USG Interiors Inc., Chicago Ill. B. The suspension system shall support the ceiling assembly as indicated on the Drawings and specified herein, with a maximum deflection of 1/360 of the span. C. Provide code -approved components for use in Seismic resisting applications. Furnish system including Compression Post, three-way splay wire configurations, and locking post anchor clips. D. Components: 1. Main tee - 12 feet long, 1-1/2" X 15/16" tee sections of 24 gauge steel. Beams are slotted 8" on center for intersecting cross channel and 4" on center for hanger wire. 2. Cross tee - 2-7/8" X 7/8" hat shaped sections of 25 gauge hot dipped galvanized steel, four feet long. Screw surfaced or knurled. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09120 Page 2 CEILING SUSPENSION SYSTEMS 3. Wall molding - 1-1/8" X 12 feet of 25 gauge hot dipped galvanized steel. 4. Hold-down clips, compression posts and struts, and post anchor clips provided by suspended ceiling system manufacturer. E. Armstrong and Chicago Metallic Corporation are also approved manufacturers. 2.2 CEILING SUSPENSION SYSTEM (Lay -In Board With Exposed Grid) A. Provide "DONN DX" exposed grid system as manufactured by USG Interiors Inc., Chicago Ill. B. Chicago Metallic Corporation and National Rolling Mills are also approved manufacturers. C. Components shall be formed from commercial quality, cold -rolled, prepainted steel. D. The suspension system shall support the ceiling assembly indicated on the Drawings and specified herein, with a maximum deflection of 1/360 of the span. E. Provide code -approved components for use in Seismic resisting applications. Furnish system including Compression Post, three-way splay wire configurations, and locking post anchor clips. F. Components: 1. Main tee 1-1/2" with double web design and rectangular bulb; 15/16" face on lower exposed flange and with rolled cap. Holes for cross tees at 6" o.c.; hanger wire holes at 2" o.c.; integral reversible splice; and expansion notch for controlled buckling. 2. Cross tee 1-1/2" with double web design and a rectangular bulb; high tensile steel end clenched to the cross tee web shall interlock opposing cross tee through main tee web holes; lower flange extended and offset to provide flush level intersection with controlled expansion. 3. Wall molding at edge tile shall be DONN or equal, formed from commercial quality, cold -rolled steel with pre -painted flanges of low sheen satin white. 4. Hold-down clips, compression posts and struts, and post anchor clips provided by suspended ceiling system manufacturer. PART 3. EXECUTION 3.1 GENERAL PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .i;ux,��,rca,x•.v...»,:.e,..�..:...n.,......,.,.:.......,.:n.ra.,.,.,,,,.s.�mw,n.«,.;..w.u,..»,•o...�..�.u.K,w...,..:...,.o...,.,..w..a»e..w�.w,•,...w«.-.-.. _ , SECTION 09120 Page 3 CEILING SUSPENSION SYSTEMS A. Conform to standard specifications, manufacturer's printed directions and approved shop drawings. Finished surfaces level and true, with a tolerance of 1/4" in 12 feet. B. Verify all existing building conditions and coordinate with Owner's fixture suppliers, contractors and personnel. C. Provide 11 gauge galvanized steel wire hangers, with additional hangers for support of mechanical and electrical work. 1. Locate starter hangers maximum 8" from wall, and intermediate hangers at 4'-0" o.c. 2. Place hangers at each comer of each ceiling -mounted mechanical and electrical device, configured to meet code requirements for seismic bracing. D. All hangers shall be wrapped around bottom cord of trusses, or securely anchored to other horizontal structural elements. E. All electrical lighting not supported on main runners shall be wired up with #12 wires at the point of every lighting clip to ceiling. F. Accurately level all main runners. G. Securely anchor all wall angle members in place. H. Provide seismic compression strut bracing and splay wires, located and configured as required by code. I. Install hold down clips. J. Provide 1 -hour ceiling system in vault room. 3.2 FINISHING: Finished surfaces shall be clean, undamaged, and of uniform appearance. If cleaning proves ineffective, replace soiled units at no additional cost. END OF SECTION 09120 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09120 Page 4 CEILING SUSPENSION SYSTEMS (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09250 GYPSUM WALLBOARD PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide all gypsum wallboard, joint treatment, and related accessories as indicated on the Drawings and specified herein for a complete installation. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Lightgauge Metal Framing Section 05420 B. Rough Carpentry Section 06100 C. Access Doors Section 10950 1.4 PRODUCT HANDLING: Protect stored wallboard from excessive and continuous exposure to moisture and extremes in temperature. PART 2. PRODUCTS 2.1 GYPSUM WALLBOARD A. Conform to American National Standards Institute Specifications for Gypsum Wallboard finishes, A97.1 as supplemented and modified. B. Wallboard as manufactured by U.S. Gypsum Company (U.S.G.). Domtar Gyproc, and National Gypsum Company (Gold Bond) are also approved manufacturers. C. Gypsum Wallboard shall be: 1. 5/8" thick type "X" U.L. labeled tapered edges, typical. 2. 5/8" thick type "X" U.L. labeled moisture resistant (M.R.) tapered edges where indicated on Drawings (all toilet room walls). 3. 5/8" exterior grade type "X" U.L. labeled for E.I.F.S. substrate, and exterior soffits. 4. 'A" thick regular core, Vinyl -Faced gypsum panels with matching mouldings for edges, corners and trim. Use "Textone" system by USG, "Vinyl Kote" by Domtar, or "Durasan" by Gold Bond. 5. %s" exterior grade, cementious based, U.L. labeled roofing substrate, vertical surface. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 I3Idg Permit Issue 9/27/96 SECTION 09250 Page 2 GYPSUM WALLBOARD 2.2 PAPER FACED WALLBOARD ACCESSORIES: A. Exterior Comer bead: U.S. Gypsum Dur -a -Bead Corner bead. B. Edge trim: U.S. Gypsum, #200 series to form corners and edges as required. C. Fasteners to wood: Type W bugle head screws. D. Fasteners to light gauge metal: Type "S" bugle head screws. E. Fasteners to 22 to 14 gauge metal: Type "S-12" bugle head screws. F. Joint System: Joint system, including reinforcement tape and compound, shall be a system recommended by the manufacturer of the gypsum panels as compatible with the panels used. A single compound may be used for embedment of tape, skim coating, and fmishing if the compound so used is recommended for that purpose by the manufacturer of the gypsum panels. G. Ventilating Screen: Model No. 224 (%A" x 4%2") 26 Ga., galvanized steel as manufactured by: Delta Star, Inc. 1777 Industrial Way P.O. Box 38 Belmont, CA 94002-4085 (800) 892-8673 PART 3. EXECUTION 3.1 GYPSUM WALLBOARD INSTALLATION - WALLS A. Wallboard shall be attached to light gauge metal supports with 1" Type S Bugle Head screws by electric screwguns. Comply with ASTM C-646 and local codes. B. In shear wall areas, attach wallboard with nails as called out in the Structural Notes. C. All ends and edges of all gypsum wallboard shall occur over framing members, except when joints are at right angles to framing members as in horizontal application or when the end joints are to be back -blocked. D. End joints shall be staggered. Joints on opposite sides of a partition shall be so arranged as to occur on different studs. E. Reinforce inside corners in accordance with manufacturer's directions. Treat field joints and screw heads in accordance with standard specifications. Protect external corners and exposed edges with metal trim. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09250 Page 3 GYPSUM WALLBOARD F. Jointing system applied as one coat joint compound with two (2) coats finishing compound. G. Metal trim shall be used where wallboard abuts all dissimilar materials. H. Finish and fire tape all areas as indicated in schedule. Fire tape only in attic spaces. I. Gypsum wallboard used as substrate for Exterior Insulation and Finish System (E.I.F.S.) shall be screw attached per these requirements noted above and per recommendations of E.I.F.S. manufacturer, based on wind load requirements. Maximum spacing of attachment is 8"O.C. (per table 47G of U.B.C.). J. See structural drawings for shear nailing requirements. K. Attach 5/8" gypsum sheathing per U.B.C. exterior rated wall requirements. Provide control joints as indicated on Drawings. L. M.R. Gypsum board used on walls only, where indicated on the drawings. Do not use M.R. Gypsum board on ceilings. M. Paint all Gypsum wallboard per Section 09900, unless otherwise noted. 3.2 SUSPENDED CEILING WALLBOARD INSTALLATION A. Apply gypsum board in maximum practical lengths, at right angles to support channels. Position ends under channel supports and stagger splices (minimum every third row). B. Attach gypsum board to metal furring channel with one inch (1") long number 6 screws at 6" o.c., all joints. C. Apply jointing system as specified above. One coat joint compound; two coats finishing compound. D. Install additional support wires for electrical lighting. Coordinate location with electrical contractor. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09250 Page 4 GYPSUM WALLBOARD 3.3 OTHER REQUIREMENTS A. Install ventilating screen at exterior canopy soffits as indicated on drawings. B. After installation and before painting, correct surface damage and defects. Leave wall and ceiling surfaces clean and smooth, ready for paint. END OF SECTION 09250 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 a....«w..� .s.�u..rowwm.vnwwawww arroN:v+ewrww.wn.s+a+nww.-�.��.w.�n,......,-..............�_._.........._...�...�....... SECTION 09300 CERAMIC TILE PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide all tile work complete in place as indicated on the Drawings, specified herein, or otherwise needed for a complete and proper installation of the work of this section. 1.3 RELATED WORK (In Other Sections) A. Gypsum Wallboard Section 09250. B. Concrete Section 03300. 1.4 SUBMITTALS A. Submit samples of all types and colors of tile work. Give manufacturer name, color and location each is to be used. Do no tile work until samples are approved by the Architect. B. Submit master grade certificate, signed by both the manufacturer and the Contractor certifying type, grade and quality of tile. 1.5 QUALITY ASSURANCE A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the installation of tile and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this section. B. Tile work shall be subject to performance standards as set by the American National Standards Institute (ANSI) specification A137.1 - 1980 for ceramic tile and the Tile Council of America (TCA) Handbook for Ceramic Tile Installations, latest edition. 1.6 PRODUCT HANDLING A. Deliver materials to the job site and store in original unopened containers with all labels and legible at time of use. B. Store to prevent damage from moisture or other source. PART 2. PRODUCTS PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 2 CERAMIC TILE 2.1 GENERAL A. Unless otherwise indicated or specified, provide materials and workmanship in accordance with the applicable requirements of "The Handbook for Ceramic Tile Installation" as published by Tile Council of America, P.O. Box 326, Princeton, NY 08542 (609/921-7050). B. Tile shall be graded in accordance with current issue of U.S. Department of Commerce P61. 2.2 TILE - INTERIOR A. Acceptable Manufacturers:: Floor and wall tile, restrooms: 1. Dallas -Ceramic Company, Dallas, Texas. 2. American Olean is also approved. B. Ceramic Tile (walls) - Dal-Duraflor Glazed Tile 1. 8 X 8 vitreous tile with smooth matte finish. 2. 1500 Sierra Tile Series. 3. Color: 1566 Grey. 4. Provide all trim shapes required to form vertical external corners with bullnose tile. C. Ceramic Tile (floor and base) - Dal-Duraflor Glazed Tile 1. 8 X 8 vitreous tile with abrasive slip resistant textured surface. This is a special order item. Contact Dal- Tile immediately for lead time. No alternate allowed. 2. VitreStone 1900 Series. 3. Color: 1921 Grey Granite. 4. Provide 4" high coved tile and an 8" tile, both in Grey Granite color, for a 12" high coved base. 5. Provide floor edge reducer trim between restrooms and vestibule, 1. SETTING MATERIALS PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .n .... «n...w uv :red• wuWwwtsnnrA+araw:xsmaro-ar�r A.'Fvnw.vwww.�wsHY++n.++n(M1.�rtawwn.w,Ae.ax.4varM1rw.nw.,.. SECTION 09300 Page 3 CERAMIC TILE A. Portland Cement: ASTM C150 Type 1, Gray or White. B. Hydrated Lime: ASTM C206 or C207 Type S. C. Sand: ASTM C144. D. Water: Clean and drinkable. F. Cementitious backer units -- Util-A-Crete I. Dry -Set Mortars: ANSI A118.1, Bostik Hydroment "Tile Mate" Dry -Set Mortar. J. Latex Modified Dry -Set Mortars: ANSI A118.4. 1. AO Acrylic Dry -Set Additive with AO Dry -Set Mortar. 2. AO Multipurpose Mortar. K. Organic Adhesives: ANSI A136.1 (Interiors) 1. For walls in shower areas (Dry -Wall Grout) - Type 1, A01900 or A01400. 2. For floors -- Type 1, A01900 or A01400. 3. For ceilings -- Type 1, A01900 or A01400. L. Epoxies: 1. Floor & Wall Adhesive: A02000 Epoxy Adhesive, ANSI Al 18.3. 2. Heavy Duty and High Temperature Floor and Wall Mortar and Grout: A06000 Epoxy, ANSI A118.3. 2. GROUTING MATERIALS A. For walls or floors: American Olean Dry Wall Grout color ANSI A118.6. D. Grout and Mortar 1. Provide "Polyblend" or latex additive to wall and floor grout, compatible with Latex Portland cement mortar. 2. Floor and base grout color to match Dal -Tile #19 Pearl Gray. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 4 CERAMIC TILE 3. Wall grout color to match Dal -Tile #25 Antique White. E. Adhesive: Caulking, primer or sealer shall be products of a responsible manufacturer. Adhesive must meet requirements of current U.S. Department of Commerce CS -181. 2.3 SEALANTS: Silicone type sealant conforming to FSTT-5-001543 Class A or B (COM- NBS). 2.4 CEMENTITIOUS BACKER BOARD: Provide 5/8" thick, cementious building panels manufactured for use as a strong, water damage resistant tile base. Use continuously in lieu of gypsum wallboard where walls are scheduled to be finished with ceramic tile on Backer Board. Use "Durock" by United States Gypsum, "Wonderboard" by National Gypsum Co., or approved equal. 2.5 EDGE STRIPS: Provide edge strips to adjust between tile and adjacent surfaces. Provide edge strip at entry to Public Restrooms. 2.6 OTHER MATERIALS: All other materials not specifically described but required for a complete and proper installation of the work of this section, shall be as recommended by the manufacturer of the materials used, as approved by the Architect, and meet standards as set by ANSI and the TCA. PART 3. EXECUTION 3.1 PREPARATION A. Examine the areas and conditions under which tile work is to be installed. Correct conditions detrimental to the proper and timely completion of the work. Do not proceed until unsatisfactory conditions have been corrected. B. Verify drawing dimensions with actual field conditions. Inspect related work and adjacent surfaces. Report to the Architect all conditions which prevent proper execution of this work. C. Coordinate with work of other trades. Perform work without delay to job progress. D. Surfaces to be tiled shall be smooth, level, at the required finish elevation, without more than the following maximum variations: 1. Portland cement mortar walls - 1/4" in 8'. 2. Floors - 1/8" in 10', from the required plane. 3.2 INSTALLATION - GENERAL (Interior) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 5 CERAMIC TILE A. Job Conditions: A minimum temperature of 50 F (10 C) should be maintained during tile work and seven days after completion. Adequate lighting and ventilation should be provided. B. Protection: Use all means necessary to protect materials of this section before, during and after installation, and to protect adjoining work and materials. C. Layout of Work: Adhere and grout tile units in strict compliance with specific manufacturer's recommendations. Butt tile units tightly to vertical surfaces, thresholds, nosing's and edging's. Layout tile work so as to minimize cuts less than one half a tile in size. Scribe as necessary around obstructions to produce neat joints, laid tight, even and in straight, parallel lines. 3.3 TILE INSTALLATION - GENERAL A. Install all tile in strict accordance with manufacturer's recommendations. B. Match tiles for color and pattern by using tile from cartons in the same sequence as manufactured and packaged. Broken, cracked, chipped or deformed tiles are not acceptable. C. Place edge strips tightly butted to tile and secure with adhesive. D. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect. E. Where walls in shower and bath areas are scheduled to be finished with ceramic tile, use continuous, Cementitious Backer Board in lieu of gypsum wallboard. 3. SETTING METHODS A. GLAZED WALL TILE (Methods shown here are examples only. Specify one that is required.) 1. Concrete Masonry Walls: ANSI A108.1 (Reference TCA Method W211, Cement Mortar, Bonded). 2. On Wood Studs or Furring: ANSI A108.1 (Reference TCA Method W231, Cement Mortar). 3. On Gypsum Wallboard: ANSI A108.4 (Reference TCA Method W242, Organic Adhesive). 4. GROUTING PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. /! 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 6 CERAMIC TILE A. Follow grout manufacturer's recommendations as to grouting procedures and precautions. B. Remove all grout haze, observing grout manufacturer's recommendations as to use of acid and chemical cleaners. C. Rinse tilework thoroughly with clean water before and after chemical cleaners. D. Polish surface of tilework with soft cloth. 3.4 INTERIOR TILE INSTALLATION: A. Floors: Install floor tile per TCA Handbook Specification F 122, Thin -Set with Latex - Portland Cement Grout. B. Walls 1. Install wall tile per per TCA Handbook Specification W244, Dry -Set Latex Portland Cement Mortar onto Cementitious Backer Board, or Gypsum Wallboard as shown on the drawings. 2. Center tile on each wall or section of wall to avoid small, unsightly cuts. Rub all cuts smooth with a fine stone. Set all glazed tile with a spaced joint formed by two protection lugs on each side of all field tile. C. Grouting: Grout unglazed wall and floor tile joints flush with edge of tile making a neatly finished smooth surface. D. Sealer: All floor and wall tile surfaces to receive two (2) coats of low sheen penetrating silicone tile sealer. 3.5 CLEAN-UP A. Wipe tile walls and floors clean after grouting and protect before any other trade has access to the room. Acid or acid cleaners shall not be used for the cleaning of glazed tile. B. Remove all left over tile, cartons, etc. at completion of project. C. After completion of the work and just prior to final punch list, thoroughly clean tiled surfaces and accessories. 3.6 EXTRA TILE A. Leave 20 pieces of each tile used (all colors) on the project. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 7 CERAMIC TILE B. Tile to be wrapped and labeled for color and location, and stored in a safe place at the project. END OF SECTION 09300 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09300 Page 8 CERAMIC TILE (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive Tukwila, Washington 98188 M. P. # 95-074 Bldg Permit hsue 9/27/96 ....F. x,... ��•r ,144..yy,r.. ,vv czam»xwa.P1A, ,,.:.ar,r•arn..wez• t4.:.-..�, SECTION 09500 ACOUSTIC TREATMENT PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide lay -in acoustical board as specified herein and indicated on the Drawings. 1.3 RELATED WORK (In Other Sections) A. Ceiling Suspension System Section 09120 B. Fiberglass Reinforced Plastic Panels Section 09980 1.4 SHOP DRAWINGS: Submit five (5) sets of shop drawings and samples of all board to the Architect for approval. 1.5 COORDINATION: Coordinate as necessary with other trades to insure proper and adequate provisions for the work of their trades. 1.6 PRODUCT HANDLING: Deliver manufactured materials in original unbroken cartons, containers or packages bearing name of manufacturer and brand seals. Keep materials dry, clean and properly protected against deterioration of any form. PART 2. PRODUCTS 2.1 GENERAL A. Refer to Bulletin No. XXIX of Acoustic Materials Association, 335 East 45th Street, New York, NY 10017. B. Acoustical subcontractor approved by manufacturer of the acoustic materials. 2.2 LAY -IN ACOUSTICAL CEILING BOARD: Board to be 5/8" X 24" X 48" fissured mineral fiber Class A ceiling panel as manufactured by Armstrong, U.S.G. Interiors Inc., or Celotex. Board shall be square edge with non -directional pattern, color white, with ICBG identification attached. 2.3 MOISTURE RESISTANT (M.R.) CEILING BOARD - Lay In Washable Ceiling Board A. Lay -in Panels: Furnish 1/2" x 24" x 48" gypsum wallboard panels faced with 2 mil, light stipple pattern white vinyl facing. Provide panels with Class A (1) Fire Resistance, approved by USDA and local health department for use in food preparation areas. Use PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09500 Page 2 ACOUSTIC TREATMENT "Stipple White Pattern", #3270 by U.S.G. Interiors Inc., or equal product manufactured by Armstrong or Celotex. B. Alternate to Lay -in Panels: Provide 0.090" x 24" x 48" Fiberglass Reinforced Plastic (FRP) with Class A (1) Fire Resistance, approved by USDA and local health department for use in food preparation areas. Use "Type 9121" by U.S.G. Interiors Inc., "Fire -X Glasboard with Surfaseal," as manufactured by Kemlite Company, or equal product by Fiberlite. 2.4 EGGCRATE PANELS: 24" X 48" X %2" injection molded white polystyrene units, formed into '/2" x %2" squares with 45° lamp cut-off shielding. Use "Eggcrate Type 20" panels manufactured by American Louver Co., Skokie 11., (800) 323-4250., or approved equal. PART 3. EXECUTION 3.1 GENERAL A. Conform to standard specifications, manufacturer's printed directions, and approved shop drawings. Finished surfaces level and true, with a tolerance of 1/4" in 12 feet. B. Install hold-down clips with ceiling board. 3.2 PREPARATION: Acoustic board subcontractor shall verify all existing building conditions and coordinate his work with all other trades. 3.3 INSTALLATION OF LAY -IN ACOUSTICAL BOARD A. Install ceiling board according to manufacturer's recommendations and as detailed on Drawings. B. Replace all damaged boards prior to final acceptance. C. Delivery two (2) extra boxes of each board type specified (unopened) to Owner for future replacement. 3.4 FINISHING: Finished surfaces shall be clean, undamaged and of uniform appearance. If cleaning proves ineffective, replace soiled board at no additional cost. END OF SECTION 09500 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09650 RESILIENT FLOORING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide floor tile and sheet goods, base and related items required to complete work indicated on Drawings and as specified herein. 1.3 SUBMITTALS: Submit samples of each material specified for Architect's review and color selection prior to ordering. 1.4 DELIVERY AND STORAGE OF MATERIALS A. Deliver material in good condition to the jobsite in manufacturer's original unopened containers with label information clearly marked thereon. B. Store material in a heated space protected from the weather and maintained at a minimum temperature of 65 F-100 F. 1.5 QUALITY ASSURANCE A. The concrete slab shall be tested for moisture content (with the proper ASTM standard followed) before resilient floor is laid. B. The applicator shall be certified by the manufacturer as qualified for installation of sheet vinyl flooring employing heat -welded seams. PART 2. PRODUCTS 2.1 GENERAL: All material standard perfect grade except as otherwise specified. All tile and sheet goods accurately cut, each thickness and size uniform. 2.2 SHEET VINYL FLOORING AND INTEGRAL COVED BASE: Sheet vinyl flooring shall be manufactured by Armstrong. Classic Corlon "Suffield" #86800. 2.3 VINYL COMPOSITION TILE: 12" x 12" x 1/8" vinyl composition tile as manufactured Kentile, Azrock or Armstrong. Match Armstrong #51836 "Shelter White". 2.4 RUBBER BASE : Coved set -on type, 4" high and 1/8" thick, roll stock (not pre-cut lengths) with preformed internal and external corners as manufactured by Roppe, Burke, Mercer, Flexco, color to match Mercer #204. PART 3. EXECUTION PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09650 Page 2 RESILIENT FLOORING 3.1 INSPECTION: Examine substrate and conditions under which floor is to be installed. DO NOT proceed with installation until unsatisfactory conditions have been corrected. 3.2 PREPARATION A. Maintain the temperature of the space to receive the flooring and the materials to be installed at a minimum of 65 F and maximum of 100 F for at least 48 hours prior to, during and 48 hours after installation. Maintain a minimum 55 F thereafter. B. Install flooring after all other trades, including painting, have been completed. C. All surfaces to receive resilient flooring finishes shall be dry, clean and smooth. D. Concrete shall have no more than 1/8" in 10' variation from the plane within 10'. Grind all ridges and irregularities. Fill all cracks, holes and depressions with latex cement underlayment (patching compound) as recommended by floor manufacturer. 3.3 INSTALLATION OF FLOOR TILE A. For cutting, laying and trimming of the resilient flooring, use only thoroughly trained and skilled mechanics completely familiar with the materials and the manufacturer's currently recommended methods of installation. B. Follow standard specifications of the manufacturer's latest edition and as modified. Less than 1/2" tile at edges will not be permitted. Tile must be square and lay with tight joints. C. Spread adhesive with trowel having triangular notches 1/16" deep and wide on 3/16" centers. Apply only enough adhesive to hold tile without rising through joints between tile. D. Lay tile when adhesive has set tacky, starting at center of room and working toward walls; embed each tile in adhesive with closely fitted, straight, inconspicuous joints. Do not cut tile except at walls or obstructions. Heat tile on underside if necessary to obtain bond. E. Tile laid with grain of pattern running in one direction as directed. F. Finished floors to be smooth and free from buckles, cracks, breaks, waves, and projecting edges, and to fit neatly at pipes and other installations and obstructions. G. Tile to be located in Pharmacy, Labs, Exam Room, Optometry and E.D.P. Room as per schedule. 3.4 INSTALLATION OF SHEET FLOORING PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09650 Page 3 RESILIENT FLOORING A. Install with a minimum of seams per manufacturer's recommendations. Locate in demo room and janitor closets, per room finish schedule. B. Subcontractor shall be trained by the manufacturer as competent in the manufacturer's installation technique. C. All seams cut mechanically with a special electric machine provided for that purpose. D. Provide 6" integral coved vinyl base per room finish schedule. 3.5 INSTALLATION OF BASE A. Install base on top of tile flooring with preformed corners neatly fitted. Attach base to finish walls with adhesive spread evenly. B. Base shall not be applied until backing material is thoroughly dried. C. Edging strips to be installed where edges of tile are exposed or as detailed. 3.6 FINISHING A. Provide two (2) boxes of additional tile of each main color used selected from the same run number and same manufacturer as the tiles installed. Deliver to Owner. B. After floor covering and base have set sufficiently, wash with a neutral cleaner. C. Protect floor from damage until project completion and leave broom clean. END OF SECTION 09650 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09650 Page 4 RESILIENT FLOORING (Blank Page) PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09680 CARPETING PART 1. GENERAL: 1.1 CONTRACT REQUIREMENTS of the General Conditions, the Supplementary Conditions and Division 1, apply to all work in this Section. A. Guarantee/Warranty: One year in accordance with provisions of the General Conditions. Guarantee shall be submitted in the form called for in the "Project Closeout" Section. 1.2 DESCRIPTION OF WORK: A. Furnish and install carpet and accessories as indicated on the drawings and as specified. B. Coordinate related work specified in other Sections of the Specifications, including, but not limited to the following: 1. Installation Of Rubber Base Section 09650 1.3 QUALITY ASSURANCE: A. Carpet of the same color combination shall be made from the same dye lot and rolls shall match. Color shall be as selected by the Architect. B. Widths shall be a standard 12 feet and a minimum of seams shall be used. C. Installer: Engage an established carpet installation firm which has had successful experience in carpet installations similar in size and type to the carpeting requirements of this project. Installation firm must be approved by the Architect. 1.4 SUBMITTALS: Prepare and submit to the Architect in accordance with the General and Supplementary Conditions, the following: A. Samples of carpet materials shall be submitted to Architect, if requested, for written approval prior to starting the work. B. Furnish two copies of certification by the manufacturer that the carpet and backing has been tested by an Independent Testing Laboratory to conform to flammability requirements and pill tests as specified for each type of carpet. C. Furnish documentation of acceptance by concerned authorities that carpet and backing meet all current requirements for use in Hospitals. D. Flammability -Meets the Following Tests: Flooring Radiant Panel Test NFPA-253, ASTM -E-648; Class 1, 0.45 watts/cm2 or greater -glue down. Pass Pill Test, DOC-FF1- 70. Smoke Density shall not exceed 450, per NFPA-258. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 SECTION 09680 Page 2 CARPETING E. Seam plan shall be submitted for approval by the Architect. 1.5 STORAGE AND HANDLING: A. All materials shall be handled so as to prevent the inclusion of foreign materials or the damage of materials by water. B. Package materials shall be stored off the ground, under cover, in a dry place and in original packages until ready for use. 1.6 JOB CONDITIONS: A. Examine the substrate and the conditions under which work in this Section is to be installed. Notify the Contractor of unsatisfactory conditions. Do not proceed with work until conditions are acceptable to the Installer. B. Deliver all unused carpet and large scraps to the Owner for his "attic stock". Dispose of scraps less than 2 sq. ft. in area, or less than 8" in width. Provide the Architect with a copy of the Contractor's letter of transmittal for this material. PART 2. PRODUCTS: 2.1 CARPET: Use "Verve Nonpareil", by Karastan Bigelow Carpets, "Fabrik" by Monterey Carpets, or equal carpet made for direct glue down application with the following construction and characteristics. CONSTRUCTION: Loop or Tufted Loop Pile Fiber DuPont Antron Lumena Nylon Gauge: 1/10" Yarn Weight: 28 oz. per sq. yd Pile Height/Finished: 0.145" to 0.187" Primary Backing: Polypropylene Secondary Backing. "Weldlok" or "Action Bac" Width: 12' 2.2 EDGE GUARDS and carpet transition strips where floor material changes, shall be hard vinyl edge reducers, manufactured by Johnsonite, Mercer Plastics Co., Flexco, or approved equal. Provide in color as selected by Architect. PART 3. EXECUTION: 3.1 INSTALLATION (GENERAL): A. Remove grease, oil, dirt and other foreign substances from surfaces scheduled to receive carpeting. Sweep and vacuum before starting. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ..G,$x+t��rik';w',!J'.tt�:Y1.»am�xqur�...sr....,.w...........-..,.�««w�..-a......w+...dw.+..w.a�..au.�a«r..eu�.nr.a,u«mvnmmw.sv«wn.mrs.n>,uab,.n,w..,hsrws•.-,na..,a�..+.,+...,.......-.-..`....._.___......._».....................,... SECTION 09680 Page 3 CARPETING B. Test concrete floors for dampness (if applicable) using method recommended by the manufacturer furnishing the carpet. Carpet shall not be laid until concrete is thoroughly dry as approved by the Carpet Manufacturer. C. Carpet shall be installed by skilled craftsmen. Lay with a minimum of seams making as tight and invisible as practicable. Secure binding edgings at all exposed ends of carpets. D. Extend carpet under open -bottomed and raised -bottom obstructions and under removable flanges or obstructions. Extend carpet into closets and alcoves of rooms indicated to be carpeted, unless another floor finish is indicated. Extend carpet under all movable furniture and equipment. E. Install carpet edge guard at every location where edge of carpet is exposed to traffic, except where another device, such as an expansion joint cover system or threshold, is indicated with an integral carpet binder bar. 3.2 CARPET INSTALLATION: A. Carpet shall be cemented directly to floor slab in accordance with the manufacturer's printed instructions. 1. Before installing carpet which is cemented directly to the floor slab, the surface shall be treated with a sealer which is compatible with the adhesive. Application shall be in accordance with the manufacturer's recommendations. 2. Cut and fit sections of carpet of each room or space, prior to application of adhesive. 3. Apply adhesive in accordance with manufacturer's instructions complying with procedure demonstrated to be satisfactory. Butt carpet seams and edges tightly together and seal with adhesive, eliminate air pockets, and roll to ensure uniform bond everywhere. 4. Cement the edges of the backing together in accordance with manufacturer's instructions. 3.3 CLEANING AND PROTECTION: A. Thoroughly clean and vacuum all carpet leaving surfaces free of defects. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09680 Page 4 CARPETING B. Carpet shall be covered with suitable non -staining material for protection and any carpet damaged prior to acceptance shall be replaced. END OF SECTION 09680 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 93.074 Tukwila, Washington 98188. Bldg Permit Issue 9/27/96 .haw,...un>.r.w..."..ay.r.....prkmnonay.vvisooa.Arne....ka:.M,. :, ,e,rot^ 70.04...0.04 IXVItei61G1Monlelf YtCtt•Y.:;Sf.:fJ.A'.5..1^..'nnm+ea.wcr.+. SECTION 09900 PAINTING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide all labor, materials and equipment for painting and finishing as indicated on the drawings and specified herein. 1.3 RELATED WORK (In Other Sections): Coordinate related work specified in other Sections of the Specifications, including, but not limited to the following: A. Shop Painting of Structural Metal Sections 05100 & 05500 B. Exterior Finish System on Masonry Section 07240 C. Gypsum Wallboard Section 09250 1.4 QUALITY ASSURANCE A. Definitions: The term "paint," as used herein, includes enamels, paints, stains, sealers, fillers, emulsions, and other coatings whether used as prime, intermediate or finish coats. B. Qualifications of Painters: Use only qualified expert professional painters or finishers for the mixing and application of pain. In the rejection of installed painting, no allowance will be made for lack of skill on the part of painters. 1. Upon request, furnish in writing the painting subcontractor's qualifications testing to past satisfactory experience in painting work of not less than the scope of this project. 2. The painting subcontractor shall maintain a crew of painters throughout duration of the Work, who shall be qualified to fully satisfy the requirements of this Specification. 3. Not work in this Section shall be sublet without the written consent of the Owner and Architect. C. Responsibility 1. For all work in this section, painter is responsible for expected results from materials and methods specified. 2. Painter is responsible for the surfaces to which paint is applied, and after application of same. Excuse of improper surfaces will not be accepted. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 2 PAINTING 3. In all work covered by the painter, and especially in the case of plaster painting, go over the work after completion and repair all damaged spots, whether due to defective materials or workmanship or defects of the surfaces covered. Apply necessary additional coats of paint to cover all spots, uneven coverage, and discoloration of every sort. 4. Painter is responsible for compatibility of all coats of paint and finish. 1.5 SUBMITTALS: Within 30 days after start of construction, and before paint materials are delivered to the job site, prepare and submit to the Architect, in accordance with the provisions of Section 01300, the following: A. Manufacturer's Product Information 1. Submit a complete list of all proposed materials with manufacturer's product data for each type of material proposed for use. 2. Accompanying the materials list, submit current recommended methods of application published by the manufacturer for the proposed materials and substrates. 3. Provide written certification that all products comply with current EPA VOC criteria and air pollution regulations. B. Samples 1. Submit samples in ample time to permit proper consideration, and in all cases, before the material to be painted or stained and varnished is ready for finishing. 2. Submit three brush out paint samples, approximately 8" x 12" for each opaque finish to demonstrate color, texture and gloss for each type of paint scheduled and selected for use in the project. Submit samples on illustration board, with each coat lapped and exposed, shingle fashion, for identification. color samples made up from numbers indicated on the Drawings and or the Specifications to the Architect for approval. 3. Submit natural, stain and varnish finishes for each type of finish, prepared on the exact species of wood to be used in the work. 4. One of each of the approved samples will be returned to the Contractor for jobsite comparison purposes. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .rY. wrFare. SECTION 09900 Page 3 PAINTING 5. The Architect cannot and will not review or return submittals for paint or for any other material requiring color selection until ALL items requiring color selection are submitted by the Contractor and are available to the Architect for review. 6. Do not start work before receiving Architect's approval of materials and selection of colors. 1.6 DELIVERY, STORAGE AND HANDLING A. Delivery: Deliver all paint materials to the job site in their original unopened containers, with all labels and tags intact and legible at the time of use. B. Storage and Handling 1. Store only the approved materials at the job site, and store only in a suitable and designated area restricted to the storage of paint materials and related equipment. Protect from freezing and intrusion of foreign matter. 2. Use all means necessary to ensure the safe storage and use of paint materials and the prompt and safe disposal of waste. 3. Protect paint materials before, during, and after application. Protect the installed work and materials of all other trades. 4. Remedy any damage to the storage area caused by the storage of paint. C. Fire Hazard and Safety 1. Every day upon stopping work, remove oily rags, empty containers and other rubbish produced by the painting and finishing work, from the building. 2. Ventilate storage areas; comply with all regulations of the governing authorities. D. Combustible and or Toxic Materials 1. Where toxic materials, and both toxic and combustible solvents are used, take appropriate precautions, as a regular procedure, to conform to the manufacturer's recommendations and to the requirements of the applicable safety regulatory agencies. 2. Provide ventilation and take protective measures to conform to the requirements of the safety regulatory agencies when applying acid etch coating or solutions and toxic materials. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 4 PAINTING 1.7 EXTRA STOCK: Upon completion of the work, deliver to the Owner an extra stock of paint equaling 5 gallons of each color used in each coating material used. Provide extra stock in tightly sealed, clearly labeled containers, indicating application location, paint type and number. 1.8 WARRANTY: Furnish a ten-year warranty for exterior wall paint for the full value of the labor and materials. The warranty period shall extend for ten years from the date of final completion of the project. The warranty shall not apply to those items where defect arise from faulty work by other trades, or for failure of the substrate. PART 2. PRODUCTS 2.1 MANUFACTURERS A. Painting and finishing products for use in the Work shall be the best brand produced for each particular kind of material required, and unless specifically specified otherwise hereinafter, shall be by one of the approved manufacturers listed below. B. Unless noted otherwise, obtain approval for products by manufacturers not listed below during the bidding process. Products by manufacturers not listed below will not be considered after the bid unless pre-bid approval has been given by the Architect. 1. Paint material approved manufacturers are: C. Manufacturers Names: The following manufacturers are referred to in the paint schedules by use of shortened versions of their names, which are shown in parentheses: 1. Benjamin Moore & Co. Montvale, NJ 2. Devoe & Raynolds Co Louisville, KY 3. Dutch Boy Paints Cleveland, OH 4. Fuller -O'Brien Paints.... South San Francisco, CA 5. Glidden Co. (The) Cleveland, OH 6. Martin Senour Cleveland, OH 7. Pittsburgh Paints Pittsburgh, PA 8. Pratt & Lambert,Inc Buffalo, NY 9. Sherwin-Williams Co. Cleveland, OH 34. Cowman -Campbell Paint Co. Seattle, WA 36. Parker Paint Co Tacoma, WA 37. Preservative Paint Co. Seattle, WA 39. Rodda Paint Co Portland, OR D. Compatibility PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 .w....w..,....rnw....vwrn.nwxwa.Nn n.nW u....�a.wewYxM..rrnta. SECTION 09900 Page 5 PAINTING 1. All paint materials and equipment shall be compatible in use, with finish coats compatible with prime coats; prime coats compatible with surface to be coated; and all tools and equipment compatible with the coating to be applied. 2. Thinners, when used, shall be only those thinners recommended for that purpose by the manufacturer of the material to be thinned. Do thinning according to manufacturer's printed instructions. E. Color: Color of all paints and products shall be per approved samples, as prepared by matching color as selected by Architect. F. Paint Material Schedules: The lists of interior and exterior paint materials below are to establish the finish and paint types. The lists were limited to products by Sherwin- Williams and Ameritone Paint for the sake of brevity. Equivalent coating systems by other manufacturers shall be approved by Architect prior to bidding. 2.2 INTERIOR PAINT MATERIALS A. Concrete Masonry Units receiving Enamel (SG): 1. Sherwin-Williams: a. First Coat - Heavy Duty Block Filler, B42W46 b. Second & Third Coats - ProMar 200 Alkyd Semi -Gloss Enamel, B34W200 (4 mils wet, 2 mils dry per coat). 2. Ameritone: a. First Coat - "Regency Bari-Kaid" acrylic fibrated concrete block & masonry filler. b. Second & Third Coats - Interior Alkyd Semi -Gloss enamel, 1000 Series, (VOC Compliant), @ 4 mils wet, 2.6 mils dry. B. Ferrous and Galvanized Metals receiving Semi -Gloss Alkyd: Color to match Sherwin-Williams SW 1029 "Neutrino" 1. Sherwin-Williams: a. First Coat - DTM Acrylic Primer / Finish B66W1 b. Second & Third Coats - ProMar 200 Alkyd Semi -Gloss Enamel, B34W200 (4 mils wet, 2 mils dry per coat) 2. Ameritone: a. First Coat - Regency Int/Ext 100% Acrylic Galvanized & Metal Primer, W2105 b. Second & Third Coats - Interior Alkyd Semi -Gloss enamel, 1000 Series, (VOC Compliant), @ 4 mils wet, 2.6 mils dry. PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 6 PAINTING C. Gypsum Wallboard receiving Semi -Gloss Enamel (SG): Color to match Sherwin- Williams SW 1018, "Sleek White" 1. Sherwin-Williams: a. First Coat - ProMar 400 Interior Latex Wall Primer B28W400, (4 mils wet, 1.2 mils dry). b. Second & Third Coats - ProMar 400 Interior Alkyd Semi -Gloss Enamel, B34W400 (4 mils wet, 1.6 mils dry per coat) 2. Ameritone: a. First Coat - Vinyl Bond Interior Pigmented Sealer W 100 b. Second & Third Coats - Interior Alkyd Satin Enamel DC500 Series, (VOC Compliant), @ 3.7 mils wet, 1.6 mils dry. D. Mechanical and Electrical Equipment receiving Enamel (SG): 1. Sherwin-Williams: a. First Coat - Ken Kromic Metal Primer, B50 Series. b. Second & Third Coats - Industrial Enamel B54 Series, (Brush or Spray) 2. Ameritone: a. First Coat - Multi -Pigment Primer, 54# b. Second & Third Coats - Alkyd Semi -Gloss Enamel, DC400 E. Natural Woodwork and Trim receiving Clear Finish: Sand before and after all coats; 1. Sherwin-Williams: a. First Coat - Interior Wood Stain A48 b. Second coat - Sherwood 100 Fast Dri Semi -Paste Filler D70T1 c. Third & fourth coats - Oil Base Gloss Varnish A66V91 (or) Oil Base Satin Varnish A66F90 2. Ameritone: a. First Coat - Guardsman LS Lacquer b. Second coat - Guardsman MS319 Sanding Sealer c. Third & Fourth Coats - Guardsman MW4060 Semi -Gloss Lacquer F. Varnished Woodwork and Trim: 1. Sherwin-Williams: a. First Coat - Interior Wood Stain A48 b. Second coat & Third Coats - Polyurethane Varnish A67 Series 2. Ameritone: a. First & Second Coats - Devthane 379 Aliphatic Urethane Clear Finish I'RICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 t�..zF.�.i(I�e.:i{: .urrn.w.'t WUY...n.�Rrus'arW Wwa�-r.�Iw.+.n'MaxVnV.n.MCY�+f�MWe:M G. Wood Doors receiving Stain and Varnish: SECTION 09900 Page 7 PAINTING 1, Sherwin-Williams: a. First Coat - Oil Stain A48 Series b. Second coat & Third Coats - Oil Base Varnish A66 Series 2. Ameritone: a. First Coat - Tonetic Stain b. Second & Third Coats - Zar Polyurethane Satin Semi -Gloss Satin Varnish 2.3 EXTERIOR PAINT MATERIALS A. Ferrous Metal receiving Enamel 1. Sherwin-Williams: a. First Coat - Kem Kromik Universal Metal Primer B5OZ Series (6 mils wet, 3 mils dry) b. Second & Third Coats - Industrial Enamel B54Z (4 mils wet, 2 mils dry per coat) 2. Ameritone: a. First Coat - Multi -Pigment Primer, #54 b. Second & Third Coats - Interior/Exterior Quick Drying Gloss Enamel, #6500 B. Galvanized Metal receiving Enamel 1. Sherwin-Williams: a. First Coat - DTM Acrylic Primer / Finish B66 W 1 (8 mils wet, 3 mils dry) b. Second & Third Coats - Industrial Enamel B54Z (4 mils wet, 2 mils dry per coat) 2. Ameritone: a. First Coat - Galvanized Metal Primer, #13201 b. Second & Third Coats - Interior/Exterior Quick Drying Gloss Enamel, #6500 C. Concrete Masonry Units receiving Graphic Stripe and Signage Color match Frazee #AC076N "Harbour Blue" (Price Club Standard); Color match Sherwin-Williams "Safety Red" SW4081 (Costco Standard); 1. Sherwin-Williams: a. First Coat - Heavy Duty Block Filler B42W46 (15-34 mils wet, 8-18 mils dry) b. Second & Third Coats - DTM Acrylic Coatings B66 Series (6.5 - 10 mils wet, 2.5 - 4 mils dry per coat) PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 8 PAINTING 2. Ameritone: a. First Coat - "Regency Bari-Kaid" acrylic fibrated concrete block & masonry filler. b. Second & Third Coats - Interior Alkyd Semi -Gloss enamel, 1000 Series, (VOC Compliant), @ 4 mils wet, 2.6 mils dry. D. Concrete Masonry Units receiving Flat Paint (10 - year warranty on paint) 1. Sherwin-Williams: a. First Coat - Heavy Duty Block Filler B42W46 (15-34 mils wet, 8-18 mils dry) b. Second & Third Coats - A-100 Exterior Latex Flat A6 Series (4 mils wet, 1.3 mils dry per coat) 2. Ameritone: a. First Coat - Regency Exterior Acrylic Masonry Surface Conditioner W299 b. Second & Third Coats - Regency Int/Ext Acrylic Flat Enamel Y500 E. Concrete receiving Flat Paint (10 - year warranty on paint) 1. Sherwin-Williams: a. First Coat - Loxon Exterior Masonry Acrylic Primer A24W300 b. mils wet, 3.1 mils dry) c. Second & Third Coats - A-100 Exterior Latex Flat A6 Series (4 mils wet, 1.3 mils dry per coat) 2. Ameritone: a. First Coat - Regency Exterior Acrylic Masonry Surface Conditioner W299 b. Second & Third Coats - Regency Int/Ext Acrylic Flat Enamel Y500 F. Stucco receiving Flat Paint 1. Sherwin-Williams: a. First Coat - Loxon Exterior Masonry Acrylic Primer A24W300 b. mils wet, 3.1 mils dry) c. Second & Third Coats - A-100 Exterior Latex Flat A6 Series (4 mils wet, 1.3 mils dry per coat) 2. Ameritone: a. First Coat - Regency Exterior Acrylic Masonry Surface Conditioner W299 b. Second & Third Coats - Regency Int/Ext Acrylic Flat Enamel Y500 G. Exterior Wallboard Receiving Paint 1. Sherwin-Williams: PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 93-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 E�'}i%�Ni�t;itis �, �:lalr.r.�u:c�.sau:..<c+.«.v,.,.......�....,.w..w�...�..«�,.o.m.,rvrsv.».ru..n».ew•.w.rrr.rrns.ra..,:,-,.nw.mriw.w.x.tsnrs�..,i�w.ntiwry*vm•.annwust++.rww.....«.,.>,. SECTION 09900 Page 9 PAINTING a. First Coat - A-100 Exterior Alkyd Wood Primer Y24W20 (4 mils wet, 2.3 mils dry) b. Second & Third Coats - A-100 Exterior Latex Flat A6 Series (4 mils wet, 1.3 mils dry per coat) 2. Ameritone: a. First Coat - Regency Exterior Acrylic Wood & Masonry Primer, W2599 b. Second Coat - Regency Int/Ext 100% Acrylic Flat Enamel, Y500. PART 3. EXECUTION 3.1 SURFACE CONDITIONS A. Inspection 1. Prior to application of paint, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation my properly commence. Painter shall determine that substrates are in perfect condition to receive paint 2. Verify that all paint finishes can be applied in strict accordance with all pertinent codes and regulations and the requirements of this Specification. B. Discrepancies 1. In the event of discrepancies, either the surfaces are not clean, dry, smooth and at proper temperature or surfaces and installation conditions are not within acceptable ranges, immediately notify the Contractor and the Architect. Cease operation of the portion of the work affected. 2. Do not proceed with installation in areas of discrepancies until all such discrepancies have been fully resolved. 3. The application of paint indicates acceptance of the surface and working conditions. The painter is responsible for the results. C. Protection 1. Prior to all surface preparation and painting operations, completely mask, remove, or otherwise adequately protect all hardware, accessories, machined surfaces, plates, lighting fixtures, and similar items in contact with painted surfaces but not scheduled to receive paint. Replace same upon completion. Remove doors, if necessary, to paint bottom and top edge 2. Protect all work from damage by use of drop cloths. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 4 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 10 PAINTING 3.2 PREPARATION OF SURFACES A. General 1. Schedule all cleaning and painting so that dust and other contaminants from the cleaning process will not fall on wet, newly painted surfaces. Do not apply paint in areas where dust is being generated or where dust may be generated during the drying time. 2. Before applying paint or other surface treatment, thoroughly clean all surfaces involved. Select proper surface preparations as recommended by the paint manufacturer and specified herein to ensure coating adhesion to the substrate. Take into account the substrate and environment. 3. Spot prime all exposed nails and other metals which are to be painted with emulsion paints, using a primer recommended by the manufacturer of the coating system B. Preparation of Exterior Wood Surfaces 1. Scrape, sand and spot prime knots and pitch streaks before full priming coat is applied. 2. Patch all nail holes and imperfections with a wood filler or putty and sand smooth. Color of putty to match finished work. 3. Apply caulk after priming. 4. Wood surfaces must be clean and dry at time of paint application C. Preparation of Interior Wood Surfaces 1. Sand all surfaces smooth, with the grain. 2. Correct all surface blemishes and clean of dust before coating. 3. Lightly sand enamel and varnish finishes between coats to a dull surface. 4. Prepare all wood doors per door manufacturers recommendations and AWI Standards. D. Preparation of Galvanized Metal Surfaces 1. Allow to weather a minimum of 6 months prior to coating. Solvent clean per SSP. - SP 1, then prime as required. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Penmit Issue 9/27/96 II 1St SECTION 09900 Page 11 PAINTING 2. When weathering is not possible or surface has been treated with chromates or silicates, first solvent clean per SSP. -SP 1, prime as required and apply a test area of coating. Allow the coating to dry at least one week before testing. If adhesion is poor, brush blast per SSP.-SP7 to remove treatments. E. Preparation of Steel and Other Metals 1. Clean using methods established by the Steel Structures Painting Council in 1952. Obtain standards from the paint manufacturer. 2. Remove grease, rust, scale and dirt from steel and iron. Touch up chipped or abraded places on material previously shop coated. 3. Zinc, lead and copper requiring paint are to be cleaned with commercial pre -treating solution or solution consisting of four (4) ounces of copper sulphate in one (1) gallon of water. Permit solution to dry on surface not less than 12 hours, and dust off with stiff brush. Follow manufacturer's directions for pre -treating solution. 4. Field painting not required on aluminum, copper, brass and bronze, unless noted otherwise. F. Preparation of Concrete 1. Concrete must be cured, poured and aged at a material temperature of at least 75 degrees F for at least 30 days, prior to coating application. The pH of the surface should be between 6 and 9. 2. Concrete must be free of moisture. If moisture is present, the source must be located and the cause corrected prior to painting. 3. Remove all grease, dirt, loose paint, oil, tar, glaze, laitance, efflorescence, loose mortar, and cement by recommended methods. 4. Grind or stone hollow areas, bug holes, honeycombs, voids, fins, form marks, and all protrusions and rough edges to a smooth, continuous surface of suitable texture for proper adhesion of the coating. Fill imperfections with a material compatible with the coatings where necessary. 5. Remove all hardeners, sealers, form release agents, curing compounds and other concrete treatments which are incompatible with the coatings, from areas to receive coatings. On tilt -up and poured -in-place concrete, use commercial detergents and or abrasive blasting to prepare the surface. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 12 PAINTING 6. Air, surface, and material temperature must be at least 55 degrees F during application and until the paint coating is cured. G. Preparation of Concrete Masonry Units 1. Remove all loose mortar and foreign material. Fill all bug holes, air pockets, and all other voids with a cement patching compound compatible with the paint coating. 2. The masonry must be cured for at least 30 days at 75 degrees F and the pH of the surface should be between 6 and 9. 3. Surfaces must be free of laitance, dust, dirt, loose cement at time of paint application. H. Preparation of Gypsum Wallboard - Interior and Exterior 1. Set and spackle all nail and screw heads. Spackle exterior surfaces with exterior grade compounds. 2. Sand all taped joints and spackled nail heads smooth. 3. Drywall must be clean and dry and all dust thoroughly removed at time of paint application. I. Previously Coated Surfaces 1. To prepare tightly adhered old painted surfaces for repainting, remove all surface contamination such as oil, grease, loose paint, mill scale dirt, foreign matter, rust, mold, mildew, mortar, efflorescence, and sealers to assure sound bonding.. 2. Thoroughly wash glossy surfaces with an abrasive cleanser or wash and sand to achieve a clean and dull surface before repainting. 3. Spot prime all bare areas with an appropriate primer. 4. Check for compatibility by applying a test patch of the recommended coating system, covering at least 2 to 3 square feet. Allow to dry one week before testing adhesion per ASTM D 3359. If the coating system is incompatible, use surface preparation methods outlined in ASTM D4259. J. Work Not to be Painted 1. Concealed surfaces: Inside duct shafts pipe crawl spaces, plenums, spaces above suspended acoustical ceilings. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Pennit Issue 9/27/96 raga a11'�Nlt.w iA Y:�'d;:Vwv ra. .rvwwvnv+.ewMuar.w4u.YW-+..f..WtNM-Y.i'reYM.enn.�wYa..W.'s'tW.YNaINrt�'r.�N1aWHkf�1lYM .MIWiKaYRk+ls+t.vwMw...w«.ems--�... SECTION 09900 Page 13 PAINTING 2. Prefinished items: Natural wood structure, laminated plastic faced doors and casework, light fixtures, prefabricated equipment, and similar items. 3. Finished surfaces: Anodized aluminum, glass, stainless steel, chromium plating, copper, brass, door and cabinet hardware, unless otherwise specified or scheduled. 4. Moving and operating parts: Door and cabinet hardware, closers, hinges and strikes, mechanical and electrical parts such as electrical receptacles, connections, switches and cover plates, operators, fire protection sprinkler heads, smoke detectors and building service devices. 5. Labels: All code -required labels such as Underwriters Laboratories Inc., or Factory Mutual Research Corporation, identification plates, instruction plates, performance rating nomenclature. 6. Signs: Wall and door mounted room identification and building directional signs. 3.3 PAINT APPLICATION A. General 1. Read and follow label directions for product application. 2. Apply interior finish coats with brush or roller. 3. Coverage to be complete. When color, stain, dirt or undercoats show through final coat of paint, work is to be covered by additional coats until paint is of uniform color and appearance and coverage is complete. Coat under final coat to be noticeably lighter than final coat. 4. Apply paint using methods to achieve a uniform painted appearance, smooth and free from runs, sags, skips and defective brushing. Make edges of paint adjoining other materials or colors sharp and clean without overlapping. Should workmanship of finish be found defective, repeat preparatory work and apply additional coats as necessary to provide a finish in accordance with Specifications and color samples. 5. At completion, touch-up and restore finish where damaged or defaced, and leave in first class condition. Remove paint stains completely from finished work. Painted or finished surfaces cut in fitting or erection are to be restored. B. Environmental Conditions PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. k 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 09900 Page 14 PAINTING 1. Exterior painting to be performed when surface to receive coating temperature is between 50 - 120 degrees F, no hotter or colder. Do no painting when the relative humidity exceeds 85%. 2. Maintain interior temperature at 50 F or higher during interior painting. Maintain interior temperature at 70 F or higher when applying vamish. 3. Allow ample time for drying, for all coatings and conditions, to secure the best possible results. Paint shall dry hard between coats; allow two to seven days. 3.4 COVERAGE A. Color intensity of sales area walls sometimes requires additional coats of paint to cover. See Finish Schedule for color name and number. Paint wall areas to cover at no extra cost to the Owner. B. All painted gypsum wallboard to have two (2) or more coats of paint as required to cover. C. Galvanized Steel and Iron Preparation: Wipe surfaces clean with turpentine, mineral spirits or naphtha. Remove all traces of oil, grease or dirt, rinse thoroughly. Treat with Neilson "Galva -Prep 45" preservative, "Surebond #28-56", or equal approved by the Architect. Paint one (1) coat approved zinc chromate paint. D. Replacements: In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no additional cost to the Owner 3.5 EXTERIOR GRAFFITI PROTECTION: A. Read and post all Material Safety Data Sheets (M.S.D.S) related to this product in a conspicuous location. Observe requirements for ventilation and need for protection to prevent contact with skin and eyes. B. Proceed only when weather is dry, temperature is above 40° F, and humidity is less than 85%. C. Mask off and protect glass, and other building surfaces not intended to receive Graffiti Protection. D. Apply with brush, roller or spray to get 2.0 mil. (total) dry film thickness. Apply to exterior vertical surfaces, to site and building walls from grade to 9'-0" above grade. END OF SECTION 09900 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10100 COMPARTMENTS PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide toilet compartments and related accessories specified herein and indicated on the Drawings. 1.3 SHOP DRAWINGS: Submit 5 shop drawings to the Architect for approval. Show dimensions, details, methods of anchoring and other pertinent items. PART 2. PRODUCTS 2.1 MANUFACTURER AND TYPE: A. Floor mounted, overhead braced type flush partitions, doors and pilasters; hardware; Ferrometal SHR Flush, Sanymetal, Academy, Global, Weis, Hi -Stile, MetPar. Baked -on enamel on galvanized-bonderized steel. Color selected from submittals by Architect. B. Hardware and Fittings 1. Pilaster bases and all hardware to be stainless steel. 2. One (1) pair gravity type hinges to hold open when compartment is not occupied. 3. One (1) coat hook with rubber tipped bumper. 4. One (1) slide bar latch with combination door stop and latch keeper, ADA accepted. 5. Other fittings to be same material and finish. PART 3. EXECUTION 3.1 INSTALLATION: Install rigid, plumb and level, in accordance with approved shop drawings and manufacturer's recommendations. A. Install doors and hardware complete; adjust operate perfectly. Clearance at vertical edges of doors uniform and not to exceed 3/16". B. Clean finished surface; leave free from defects effecting durability or appearance. 3.2 HANDICAP REQUIREMENTS A. One partition in each toilet room to meet handicapped requirements PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10100 Page 2 COMPARTMENTS B. See plan for stall dimensions and location of Handicap grab bars. END OF SECTION 10100 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10800 TOILET ACCESSORIES PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section) A. Provide accessories indicated on the Drawings and specified herein for a complete installation. B. Install items furnished by others as specified herein. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Lightgauge Metal Framing Section 05420 B. Rough Carpentry Section 06100 C. Gypsum Wallboard Section 09250 D. Ceramic Tile Section 09300 E. Access Doors Section 10950 1.4 SHOP DRAWINGS: Submit five (5) sets of equipment specifications to Architect for approval. PART 2. PRODUCTS 2.1 GENERAL A. All accessories manufactured by Bobrick Washroom Equipment, Inc. (unless noted otherwise). Shall be ADA accessible. Finish to be stainless steel. Bradley & Parker also approved. B. Accessory List 1. Coin operated feminine napkin/tampon dispenser - B-3500 series, set for 25¢ single - coin operation. Furnish one in each women's restroom. 2. Surface mounted napkin disposal - B-270. One per water closet in each women's restroom. 3. Surface mounted toilet seat cover dispenser - B-221. One per water closet. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10800 Page 2 TOILET ACCESSORIES 4. Toilet roll tissue dispensers - B-2740. One per water closet. 5. Soap dispenser - B-4112. Quantity as indicated on restroom elevations plus one at the bakery (sink #4) and meat prep (sink #30). 6. Mirrors - B-165 (18" x 30"). Per drawings and one above each lavatory. 7. Grab bars, B-490 Series, 1 '/" diameter satin finish stainless steel (one piece unit). Locate as indicated on the drawings. 8. Surface mounted paper towel dispenser B-262. (1) per every two lavatories, one at sink #4 and #30. 9. Shower Curtain Rods, B-490 Series, 1 '/" diameter satin finish stainless steel (one piece unit). a. Shower Curtain -- 8 oz. Sanforized, bleached, mildew reisitant white duck with 1-1/4" stitched top hem, rolled and stitched bottom hem, and vertical edges selvedged. Fit with rustproof chromium grommets spaced at 6" o.c. and securely machined to top hem. Provide curtain 6" wider than shower opening. Use #1200 curtain by American Specialties, Inc., (ASI) or approved equal. b. Shower Curtain Hooks -- Type 303 stainless, sized for use on 1-1/4" rod. B204-1 by Bobrick, or approved equal. 10. Shower Seats -- B-5181 & B-5171, 32" wide x 23" projecting folding seat assemblies with solid phenolic slats. Left and right hand seat pairs, install an appropriately handed seat in each of the showers in the men's and women's shower stalls. PART 3. EXECUTION 3.1 GENERAL: Install all accessories according to manufacturer's recommendations. Leave clean and in perfect working condition, free from defects. END OF SECTION 10800 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10950 MISCELLANEOUS SPECIALTIES PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide all miscellaneous specialties as specified herein and as indicated on the drawings. 1.3 RELATED WORK (IN OTHER SECTIONS) A. Lightgauge Metal Framing Section 05420 B. Rough Carpentry Section 06100 C. Gypsum Wallboard Section 09250 1.4 SHOP DRAWINGS: Submit five (5) sets of shop drawings to Architect for approval. PART 2. PRODUCTS 2.1 ACCESS DOORS: Milcor access doors, 24" x 30", style ATR as manufactured by Inland Steel Products Company, Downswing - flush cover, locations as required by all trades and as indicated on the Drawings. Provide keys to warehouse manager. 2.2 FIRE EXTINGUISHERS AND CABINETS: Provide rough -in for fire extinguishers. Locate rough -ins as directed by fire marshal. Verify with fire marshal prior to building occupancy. Locate one (1) 20 BC extinguisher near roof hatch on roof. Fire extinguishers furnished by Costco. PART 3. EXECUTION 3.1 GENERAL: Install all miscellaneous specialties per manufacturer's recommendations and as indicated on the Drawings. 3.2 ACCESS DOORS: Install flush with ceiling per manufacturer's recommendations. Finish panels and frames in material to match adjacent surfaces. END OF SECTION 10950 PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 10950 Page 2 MISCELLANEOUS SPECIALTIES (Blank Page) PRICECOSTCO, INC. Regional Optical Facility. 1141 Saxon Drive • M. P. tl 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ,.m+nae.Wa�bxiiWpC?.1.`�i5e...yu..:C•M+.Mac w.nr <e+ww.»✓...n..-....-rv•.wr.-• • SECTION 11160 DOCK EQUIPMENT PART 1. GENERAL 1.1 SCOPE OF WORK: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): Provide labor, material and equipment to furnish and install equipment as specified herein and indicated on the drawings. 1.3 APPLICABLE STANDARDS: ANSI MH 14.1 1987, CS202 1.4 SUBMITTALS: Submit manufacturer's product data on all equipment, showing details of construction, installation, dimensions and shop drawings on dock levelers and pit for approval by the Architect. PART 2. PRODUCTS 2.1 MECHANICAL DOCK LEVELER: Furnish and install Serco Model W8735S-CF dock levelers. No substitutions. A. Capacity: Manufacturer to supply a product with name plate capacity of 35,000 lbs. The supplier is to ensure that the units are supplied with sufficient capacity to withstand total gross dynamic load of half the name plate capacity. • B. Size: Nominal size: 8' long 7' wide (8" longer with lip extended). C. Operating Range: Dock leveler to operate within a 12" above and 12" below dock range. D. Out of Level Compensation: Dock leveler shall be designed to accommodate a minimum of 4" of height differential across the width of the dock leveler. E. Safety Features 1. Side full operating range toe guards. 2. Hinged maintenance post designed to support the full weight of the deck and lip assembly. The maintenance post shall also prevent the extended lip from falling. 3. Multi -position dual structural safety stops to provide emergency support at and below dock level. Lip engagement will not disengage safety stops. 4. Rear edge of dock leveler shall remain flush. F. Float Compensation: Dock leveler shall be designed to accommodate a minimum of 24" of vertical deflection of the trailer bed. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 11160 Page 2 DOCK EQUIPMENT G. Operation: Leveler to be operated by pulling release ring at rear of the ramp. Unit will raise and lip will extend and hold. No manual lifting shall be required. Operator to walk down to truck bed. Lip activation mechanism to incorporate shock absorber to ensure controlled descent of lip. Lip to yield if impacted when extended. Lip shall automatically return to stored position when truck departs. Dock leveler standard features to exclude below dock control capability. Safety legs shall include a mechanism to prevent premature engagement during loading operations. H. Paint: All steel surfaces to be cleaned and free of debris prior to painting components with finish primer coat, minimum three mils thick. Finished color to be manufacturer's standard. I. Finish: All edges to be smooth and free from burrs. J. Welding: Dock leveler manufacturer to be certified by the American Welding Society. K. Weatherseal: Furnish continuous weather stripping at sides of the dock leveler. Weather stripping to, brush type, factory installed. No rear weatherseal. L. Structure: 1. LIP - Dock leveler lip assembly to be 18" long, high tensile, checkered steel plate and a minimum 5/8" thick. The leading edge of the lip will have a maximum 15 degree bevel to minimize tire wear. The angle of the lip, relative to the deck plate, will be set such that the lip will remain flush with the trailer bed, when the bed height is 4" above dock level. Front hinge to have full width structural front header and heavy wall tubing with wall thickness of 5/16". Front hinge shaft to be minimum 1" solid steel. Tube gussets included. 2. DECK - Deck to be high tensile 50,000 PSI safety tread deck plate with minimum thickness of 1/4". Decks supported by high tensile steel formed in a boxed configuration. Deck reinforcement to incorporate a center structural member to accommodate three wheel fork lift traffic. 3. SUBFRAME - Rear structural frame to include three vertical support channels. Three rear hinges to provide 15 inches of hinge support. Dock leveler subframe shall be designed to minimize pit floor obstruction and enhance pit cleaning operations. Subframe to be Clean Frame design M. Warranty: Base warranty to be minimum fifteen years on structural elements. Two years parts and labor warranty. 2.2 LAMINATED DOCK BUMPERS PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 11160 Page 3 DOCK EQUIPMENT A. Size: 10 inches high x 14 inches wide x 6 inches thick B. Design: Bumpers are fabricated from fabric reinforced tires cut to uniform pads compressed between structural steel angles. C. Warranty: One year. D. Approved Manufacturers: Serco 8610-14F (2 per). No substitutions. 2.3 VEHICLE RESTRAINTS: Provide Serco Model VR250 with exterior controls. No substitutions. A. Electro -mechanical vehicle restraint featuring two restraining hooks, full push button control and an ICC bar contract sensor. Includes hot dipped galvanized locking unit, exterior light system, caution signs and push button control panel. Include anti -theft options where shown on the drawings, complete with exterior controls, lock bar and pad lock. Units conform to OSHA and U.S. Department of Commerce Standard. B. Main frame structure to be stationary mounted, side and rear members to be 1/21' welded steel plate. Units to have minimum restraining force of 32,000 lbs and feature high strength self - lubricating bushings to ensure maximum life and minimal maintenance. C. As a truck backs up against the dock bumpers, the exterior light is green and the interior control light red. With the trailer in position, the operator presses the "Raise" Button. The exterior light instantly switches to red and the restraining system raises, engaging the ICC bar. 1. When the primary hook contacts the ICC bar, the interior light changes to green. The primary hook maintains positive contact with the ICC bar as the trailer moves vertically during loading and unloading operations. A second hook, incorporated within the primary hook assembly, minimizes the trailer's horizontal movement. To release the ICC bar, the operator presses the "Release" button on the control panel restoring the vehicle restraint and the interior light immediately switches to red, indicating it is unsafe to load/unload. 2. When the vehicle restraint is fully restored, the exterior light switches to green, indicating it is safe for the truck to leave. If the primary hook raises but does not make positive contact with the ICC bar, the vehicle restraint will automatically restore, switching the exterior light to green. If the restraint cannot engage the trailer, the operator must chock the trailer tires and turn the control panel selector switch to the "Lights Only" mode of operation. The exterior light switches to red, the interior light to green and a constant amber light indicates that the trailer is secured by alternate means. In the event that the vehicle restraint has been engaged and then, during loading/unloading, the ICC bar floats out of contact with the primary hook assembly and above the legal ICC bar limit, the amber light on the PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 11160 Page 4 DOCK EQUIPMENT control panel will automatically begin to flash and the green light will switch to red to warn the operator of an unsafe condition. 3. The operator must check the condition, secure the trailer by alternate means and, if necessary, restor the vehicle restraint, switching to the "LIGHTS ONLY" mode of operation. Once restored, the vehicle restraint incorporates an integral cover to protect the activation mechanism from damage and minimize the collection of debris. D. Solid state control panel with programmable controller. Full diagnostic capability, industrial quality push buttons, integral visual safety light warning system and printed operational instructions. E. The vehicle restraint will engage an ICC bar positioned up to 11" from the bumper face and 12" to 30" from the driveway. F. Lock unit and exterior lights 24 volt. Control panel requires 120 volt, single phase, 60 Hz supply. All components are UL and CSA approved. G. Electrical interconnection. and all necessary embed conduit provided by Electrician H. New construction embed plate designed to enable welding of the vehicle restraint to the dock face. Provided by General Contractor. I. 10 year structural warranty. Two year actuator warranty parts and labor. PART 3. EXECUTION 3.1 DOCK LEVELERS, VEHICLE RESTRAINTS A. Preparations: Provide curb angles for building into concrete. B. Installation 1. Install in prepared pit in accordance with Manufacturer's instructions. 2. Set square and level; anchor securely flush to dock floor; shim where needed to keep flush; weld back and front of subframe to curb angles. 3. Adjust installed unit for operation as specified by manufacturer. END OF SECTION 11160 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. W 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ..........,.........,.........�,...�,wz.,,:.+.::�.aruam:uonr�na�.+r..vm+au'.�.t�,vxn,.wrua,r:.rmu»...�e�...w.....�rr.n.,�m-.0-.,,serer..-+.,m,-.,..n.............»..,.._............._....,,._......... SECTION 13120 PRE-ENGINEERED METAL BUILDING PART 1. GENERAL 1.1 SCOPE: Requirements of the Conditions of the Contract and of Division 1 of these Specifications apply to all work of this section. 1.2 EXTENT OF WORK (In This Section): The work required under this section consists of design, manufacturing, fabrication, and erection of the pre-engineered metal building. A. Also included are canopies, rain gutters, curtain boards, skylights, smoke vents, roof hatch and all roof curbs and their supporting structure (i.e. roof curbs for skylights, roof hatches, smoke vents, mechanical units, refrigeration units), and labor only to install plumbing and electrical penetration flashings. B. See Pre-engineered Metal Building/Roof Form of Bid Proposal for additional information. 1.3 RELATED WORK (In Other Sections): Coordinate related work specified in other parts of the Specifications including, but not limited to the following: A. Summary of Work Section 01010 B. Metal Fabrications Section 05500 C. Insulation Section 07200 D. Flashing and Sheet Metal Section 07600 E. Roof Accesories Section 07700 1.4 CONTRACTOR/OWNER CONTRACT: The form of agreement for the metal building erection between the General Contractor and the Metal Building Contractor will be executed on AIA Document A401 "Standard Form of Agreement between Contractor and subcontractor". A. For these specifications, the terms "Metal Building Supplier" (M.B.S.) and "Metal Roof Supplier" may be used interchangeably. 1.5 QUALITY ASSURANCE A. Quality Control During Erection: All costs for testing and inspection by a pre-engineered metal building supplier representative are to be included in this section. The metal building supplier is responsible for ensuring that the metal building is erected in conformance with the construction documents. B. Design Criteria PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 2 PRE-ENGINEERED METAL BUILDING 1. All applicable codes must be met or exceeded in all design areas. The M.B.M.A. code shall not be used. 2. Verify project design criteria on the structural drawings and in the Ceritifcate of Design Conformance prior to stating design, and incorporate into the design. 3. Verify all vertical and lateral load requirements from the electrical, sprinkler, mechanical, refrigeration and structural drawings. Load requirements shall include, but are not limited to, the following: a. Roof mounted refrigeration condenser. b. Canopies and architectural projections. c. Light fixtures. d. Sprinkler pipes. e. Drifting snow loads. f. Roof mounted mechanical units. g. Curtain boards. 4. Lateral loads due to wind and seismic loads shall be transferred thru the roof and perimeter framing (lateral load resisting frames) to the foundation. a. X -bracing or braced frames located in the perimeter walls shall be utilized with the following exception. Moment frames may be used along beam lines shown on the contract documents provided the column depth does not exceed 18" within 18' of the floor. In no case will the foundation be required to support elements cantilevered out of the ground or off the footings. b. Lateral loads are imposed on the structural roof components at their point of attachment. This is assumed to be at the top of truss for roof mounted equipment and the bottom of truss for suspended equipment, unless indicated otherwise. Metal building designer shall provide earthquake bracing to transfer these loads into the roof lateral design. 5. Metal Building Roof, Metal Wall Horizontal Sway: Maximum 3" horizontal movement. Verify with the structural drawings. 6. Roof System: Design to meet U.L.C. Class 90 uplift. If local winds exceed 90 mph, design for the local winds. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 isl: 't, `n:; t�.:�a:-...<•e:....,.,.....•.....,,.......:.....-....e.........:........,wtrovez...+aKa:auawu .:.emWt41w :........,........*.... SECTION 13120 Page 3 PRE-ENGINEERED METAL BUILDING 7. Anchor Bolts a. Provide summary of Anchor bolt design and columns reactions in the form of a spread sheet showing dead load, live load, wind load, and seismic combinations. All engineering and design calculations must be stamped and signed by a structural engineer, registered in the area governed by code for the project. b. Foundation anchor bolt layouts must be sent to General Contractor in time to allow installation into all required foundations. Also send paper templates for bolt layout patterns. C. Building Certification: After structure is complete, an authorized representative of the pre-engineered metal building structural engineer, is to inspect the structure and certify that the structure as constructed, meets or exceeds the contract documents and applicable code requirements. 1.6 SUBMITTALS (4 SETS) A. Submit shop drawings to the Building Department in accordance with the following requirements: 1. Submit prior to fabrication. 2. Show dimensions, connections with adjoining materials, and construction. 3. Show finishing, welds, details, anchoring, and all fabrication. Show erection accessories required. 4. Verify all dimensions and correlate with adjoining construction and materials. Errors in dimensions on shop drawings shall be the responsibility of the manufacturer. 5. Indicate size, type, and grade of all members. 6. Erection plans must show all beams, joists, bracing and bridging, with mark numbers related to the calculations. also show all mechanical units, refrigeration equipment, sprinkler piping and draft curtains locations and loads; and any other loads that are not a part of the collateral dead load. 7. Submit shop drawings of all roof curbs to General Contractor for review. B. Templates and Placement Plans: As required for satisfactory placing, connection, and anchorages. PRICECOSTCO, INC. 1141 Saxon Drive M.13, # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 4 PRE-ENGINEERED METAL BUILDING C. Certificate (United States): Submit to the Architect certification letter attesting that all codes have been met or exceeded. D. Certificate (Canada): Submit to the Architect a Certificate of Design and Manufacturer Conformance on the Canadian sheet Steel Building Institute form as enclosed herewith. E. Certificate must be completed and submitted to Architect, with the drawings. 1.7 DELIVERY, STORAGE AND HANDLING A. Store all metal above ground on platforms or skids; above snow or mud. B. Protect from moisture and corrosion until erected. C. Include templates and instructions for proper setting of anchor bolts. 1.8 JOB CONDITIONS: Protect from corrosion at all times. All steel anchoring ties and other embedment members to be clean. 1.9 SEQUENCING/SCHEDULING A. Schedule fabrication and erection as required to meet reviewed progress schedule. Allow ample coordination time for galvanized finish, specified shop prime, etc. B. Complete roof sheathing over bakery/meat prep prior to the scheduled start of other trades working in this area. 1.10 GENERAL CONDITIONS A. Provide full time on-site field supervision of unloading, handling, and erection of all steel components provided by supplier/contractor. Supervision shall be by a qualified field superintendent or manufacturer's product consultant. B. Provide erection services for all supplied components and, in addition to on-site field supervision, shall provide home office Project Manager responsible for all aspects of the pre-engineered portions of the project. 1. Field Superintendent shall report directly to the Project Manager. 2. Project Manager shall visit the project site a minimum of every two weeks, or more often as required to maintain adequate project controls. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. 4 95.074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ':.i.2f. •."Ir.+. . �usnw�+.i�.r...o.........u...r.+un..w+..n.�vwwiwa^rWru.+.a•r Y�WJtlu�YlVitt•VL.'F/lay%:..r.}M'!riS,+lf+tisMY�t!wr.q.e4u.vhf.YNwHcgWf.+at.Wwrvtew.Mn.wa.n...«...• ...� SECTION 13120 Page 5 PRE-ENGINEERED METAL BUILDING C. Provide for clerical services on site to keep adequate records on deliveries, material inventories, safety, sub -contractor hours, personnel timekeeping, and other items deemed necessary. D. Provide necessary temporary structure, which shall include telephones, fax machines, copy machines, and any other office equipment necessary for the satisfactory completion of the project. E. Weekly safety meetings shall be mandatory for all steel erection personnel. 1. Safety meetings conducted by the General Contractor shall be attended by the supplier/contractor's field superintendent. When required by the General Contractor, all of the metal building supplier/contractor's field personnel shall attend the General Contractor's safety meetings. 2. Safety Program shall consist of, but not limited to, the following items at the project site: a. Safety Manual b. First Aid supplies in supplier/contractor's field office, including an approved safety letter. c. Field superintendent shall have proper training and be a qualified safety representative of the metal building supplier/contractor. F. The metal building supplqier/contractor shall inspect the anchor bolt locations prior to pouring of concrete. G. General Contractor shall provide metal building supplier/contractor with an anchor bolt survey certifying all anchor bolt placement as to line, pattern and grade. 1. Such survey should take place a minimum of ten (10) days prior to start of steel erection. The General Contractor shall cause any variances beyond acceptable tolerances to be corrected, allowing for adequate cure time of concrete, prior to the metal building supplier/contractor accepting the anchor bolt layout. 2. Acceptable variances for anchor bolts shall be not greater than .1 inch variance in pattern, nor more than 1/8th inch in longitudinal or lateral directions. Anchor bolts shall be installed as designed by structural engineer to match manufacturer's standard anchor bolt pattern layouts, and with a minimum of 3" of exposed thread above the designated base plate elevation (verify projection with M.B.S.). PRICECOSTCO, INC. 1141 Saxon Drive M. P. 4 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 6 PRE-ENGINEERED METAL BUILDING 1.11 WARRANTY: Endorsement warranties are included as follows: A. SSR (roof) - 25 years (weather tightness and panel finish). B. Vee Rib (walls) - 25 years (panel finish). C. Unlimited penal sum warranty for roof and walls to be provided by metal building supplier, and shall include replacement materials and installation labor. PART 2. PRODUCTS 2.1 APPROVED MANUFACTURER: The following are approved for this project. No other manufacturer will be approved (no exceptions): A. Varco Pruden 2.2 MATERIALS (Structural) A. Primary Framing 1. Continuous beam/solid web framing. 2. Tube interior columns (square). 3. Post and beam end wall frames. 4. See drawings for exterior column taper requirements. B. Secondary Framing 1. Joists (roof) - open web steel joists. 2. Girts (walls) - "Zee or "Cee" shaped, simple span (1-5/8" inset). 3. Provide horizontal support for concrete and/or masonry wall at truck dock. 4. Steel framing for roof mounted condenser unit. C. Wind Bracing: Standard to manufacturer. D. O.H.D. Framing 1. Torsion bar and track support 2. Vertical bar support between girls. PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 7 PRE-ENGINEERED METAL BUILDING E. All members to receive one coat of rust inhibitive Light Grey colored primer. 2.3 ROOF COVERING A. Standing seam roof panels, with clips allowing for 1" panel movement. B. 3" high major ribs. C. 24 gauge, and galvalume steel finish. D. SSR ridge assembly - structural steel seam caps with SSR attachments. E. Sealants, mastics, and closures - manufacturers standards. F. Panel alignment must be straight. No creep allowed. 2.4 WALL COVERING A. "Vee rib" panels (Varco Pruden). B. 24 gauge (base bid). C. Galvanized steel G90 with KXL prepainted finish (Egyptian White panel finish). 2.5 WALL ACCENT STRIP A. Embossed vee -rib wall panel 22" high. B. Color - 24 deep red or blue (Kynar 500). (Interior - Off White Washcoat). 2.6 FLASHINGS A. Provide 22 ga. cap flashing at all parapets; exclude entry canopy parapet and receiving canopy if faced in E.I.F.S. B. Soffit closure flatstock. C. Exterior metal flashing around all doors (openings). D. Structural expansion joint between tire center and main building. E. All flashing to be pre -finished in either deep red or Egyptian white color, per the architect. 2.7 GUTTERS PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95.074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 8 PRE-ENGINEERED METAL BUILDING A. 16 gauge multi -gutters, with rigid insulation tapered to roof drain and single ply rubber liner. Extend rubber liner up behind backsheeting at parapet as required for weathertightness. B. Metal Roof Supplier shall size gutters for anticipated rainfall and coordinate with Architect required rain leader sizes. 2.8 ROOF DRAINS A. Drains and overflow drains as manufactured by the Zurn Company, cast iron drains in gutters. B. Overflow scuppers to be cut into parapet and flashed from gutter. See drawings for sizes and locations. 2.9 SKYLIGHTS, SMOKE VENTS, ROOF HATCH - See Roof Accessories Section 07700. A. "Energy Star" skylight, as manufactured by Bristolite Skylights. B. "Energy Star' smoke vent, as manufactured by Bristolite Skylights. C. Curb mounted roof hatch, Type S-20, 30" x 36", as manufactured by Bilco Company. 2.10 ROOF CURBS (HVAC Units, Skylights, Roof Hatches and Exhaust Fans) A. Galvanized steel fabrications, minimum 18 gauge (14 gauge for curbs supporting HVAC units), with fully mitered corners and seams joined by continuous air tight welds. Curbs shall have built-in diverters, crickets, 1-1/2" thick rigid insulation with a white interior exposed finish, and appropriate subframing system. B. Configure curb with bottom slope to match slope of roof, providing vertical curb sides and a level top surface for mounting mechanical equipment. C. Furnish curbs with Burglar Bar grid at each Skylight and Smoke Venting Skylight. Configure bar and gird mounting so attachment points and fasteners to curb are impossible to reach from the rooftop, or from outside the building. D. Furnish curb with corrugations that exactly match shape, spacing, and locations of roof corrugations, to telescope inside of them during installation. E. In lieu of fabricating curbs described above, provide "Custom Metal Building Curbs CMB 7" or "CMB 8", manufactured by Custom Curb, Inc., 4705 W. Jefferson Street Suite 16, Phoenix AZ 85043, (602) 278-0245. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 ».... r:....w ,,,Mfea+n�.w.w..,r�.�.«a.:v..•wmw�.+�.........�r«.,....- 2.11 INSULATION A. Roof SECTION 13120 Page 9 PRE-ENGINEERED METAL BUILDING 1. R= Glass fiber batts, white laminated metalized polypropylene film facing material, with fiberglass yarn reinforced WMP-10 facing (FS -25). 2. Use thermal blocks at joist clips. B. Walls: R= Glass fiber batts, white laminated metalized polypropylene film facing material with fiberglass yarn reinforced WMP-10 facing (FS -25). 2.12 CURTAIN BOARDS A. Corrugated metal with metal U -mould trim at bottom edge. B. Color - "Arctic White", both sides. PART 3. EXECUTION 3.1 INSPECTION A. Examine surfaces receiving structural steel work for: 1. Defects adversely affecting execution and quality of work. B. Do not start work until all unsatisfactory conditions are corrected. C. Remove all loose mill scale, flake rust, oil and foreign material including weld splatter from surfaces to be painted. 3.2 ERECTION A. Erect structural steel framing in accordance with Specifications, specified requirements of regulatory agencies and "references". Conform with configurations and connections indicated on reviewed shop and erection drawings. Include: 1. All necessary or required devices for complete installations. 2. Bracing: Shore and brace framing until permanent connections are made and members are securely anchored into structure. 3. All exterior fastenings and connections to be waterproof. PRICECOSTCO, INC. 1141 Saxon Drive M. P. # 95-074 Regional Optical Facility Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 SECTION 13120 Page 10 PRE-ENGINEERED METAL BUILDING B. Column bases set level and to correct elevation on bearing plates, or grout with full beds of non -shrink grout. Anchor bolts drawn tight and threads burred. C. Welded, riveted or bolted connections in accordance with AISC code. Design to develop effective strength of connected member. D. Welding in accordance with current "Code for Arc and Gas Welding in Building Construction" of American Welding Society and UBC 27-7. Grind exposed welds smooth. E. Holes punched or drilled; cutting torch not permitted. F. Set accurately to the lines and grades indicated with the permanent connections made only after the members have been plumbed and checked for line and level. G. Structural steel must be within normal tolerances for shapes to permit the erection of abutting materials. H. Erection sequence: Bakery/meat prep and office core to receive roof panel fabrication as soon as possible to allow work to proceed in these areas per schedule. 3.3 FIELD QUALITY CONTROL: Testing agency will perform inspection as indicated herein and indicate if work is in conformance with Specifications. 3.4 CLEANING: Leave work and premises clean and free from residue of work of this section. END OF SECTION 13120 PRICECOSTCO, INC. Regional Optical Facility 1141 Saxon Drive M. P. # 95-074 Tukwila, Washington 98188 Bldg Permit Issue 9/27/96 PRICE-COSTCO OPTICAL LAB FIRE SPRINKLER TUKWILA, WA SECTION 15300 PART ONE - GENERAL 1.01 RELATED DOCUMENTS A. The requirements of the General Conditions of the Contract and Division 1 of the Specifications apply to all work of this section. B. The General and Supplemental Conditions apply to work of this section. C. This project utilizes a select bidder's list, see "Invitation to Bid". Proposals only from this list of fire protection companies will be considered. 1.02 DESCRIPTION OF WORK A. Detail, furnish and install all materials and equipment required for complete and operational Fire Sprinkler systems as hereinafter described and shown on the drawings including all permits and fees. Contractor shall provide a complete design prepared by a State Licensed Fire Sprinkler Designer (NICET Level 3 minimum). Work shall commence with connection to the on-site water supply as shown on the Civil Drawings (Point of Connection is 5 ft. outside the building) and proceed into and throughout the building. Design and installation shall be in accordance with the requirements of the City of Tukwila, Washington Surveying & Rating Bureau (WSRB), State of Washington, other public authorities having jurisdiction, National Fire Protection Association (NFPA), and local building and fire codes as applicable (all to be known hereinafter as the Authority Having Jurisdiction or "AHJ"). Where conflicts occur, the most stringent requirement shall apply. Work shall be performed in accordance with the Contract Documents and is subject to the approval of the ArchitecVEngineer (hereinafter referred to as "A/E"). B. Work shall include the following: 1. Provide all underground work necessary to install a 6" sprinkler supply to a flanged point inside the building as shown. 2. Sprinklers throughout building including the following: a. One wet system over the entire building. b. Protect all offices and rooms in the building. c. Utilize extended dry sidewall sprinklers as necessary to protect exterior canopies. 3. Provide hose valve system. 4. Provide all cutting and patching as required inside the building. It is the Contractor's responsibility to coordinate his work with that of other trades, providing offsets and additional sprinklers as necessary and at no additional cost to the Owner to avoid interferences with them. 5. Provide excavation, backfill, and patching as required to provide underground water service to inside the building. C. Exclude the following work: 1. Sprinklers below the main entrance canopy. 2. Sprinklers within non-combustible ceiling cavities. 3. Painting and/or pipe identification. D. The Contractor is expected to familiarize himself thoroughly with the Project before submitting his bid. Compliance with the general construction schedule is required. E. The following items of work are provided by other Sections of this Specification, and are necessary for a complete installation: 15300 - PAGE 1 1. Electrical work required to connect the fire sprinkler system switches to the fire alarm and central station monitoring systems. 1.03 CODES AND STANDARDS A. The system shall conform to the applicable requirements of the following standards and their references: NFPA-13, 1994...Installation of Sprinkler Systems NFPA-24, 1992...Private Fire Service Mains U.B.C., 1994...Uniform Building Code U.F.C., 1994...Uniform Fire Code Applicable state and local codes and regulations. B. If there is any conflict between the requirements of the referenced Codes, Standards, and Regulations, then that requirement which is most restrictive shall take precedence over all others. The A/E is the final authority in cases requiring code interpretation. 1.04 DRAWINGS AND DOCUMENTATION A. Submittal Data: The following documents shall be submitted to the A/E and (applicable ones) separately and simultaneously to the AHJ for their review and acceptance (allow for NE to retain 3 copies): 1.* Catalog Sheets on All Equipment. 2.* Working Drawings and Hydraulic Calculations. 3. As -Built Drawings & Calculations 4. Certifications 5. Operations & Maintenance Manuals 6.* Main piping support details. * Submittals must be accepted by A/E before installation may commence. B. Documentation Requirements 1. Catalog Sheets: Equipment data shall be complete and submitted in a bound manual. It shall contain a table of contents (use "Fire Sprinkler Equipment List, Appendix form E.1). Data Sheets shall show the physical characteristics and provide technical specifications with a description of the function and operation of the device. Submittals will not be reviewed without the completed table of contents. 2. Working drawings: Working (shop) drawings and hydraulic calculations shall be prepared in accordance with NFPA-13 and the general conditions to a minimum scale of 1/8" = Working drawings and calculations shall include the following: a. Information designated by NFPA-13, 6-1 and 6-2. b. Identification of components sufficient for comparison to equipment submittals. c. Site plan including supply mains, hydraulic reference and available water supply, hydrants, driveways, valves and fire department connections. d. Hydraulic calculations shall determine a total sprinkler & hose stream demand in U.S. gallons at the point of connection to the water supply. The demand shall be at least 10psi below the specified supply curve at that point. e. Submit 6 sets of AHJ approved shop drawings and calculations to the A/E. 3. As -Built Drawings: A set of working drawings shall be "red -Tined" daily during construction to reflect progress and the accurate as -built condition. Reproducibles reflecting "red -lines" and the "red -Tines" shall be given to the Owner. Significant rerouting of piping may require as -built hydraulic calculations at the discretion of the A/E or AHJ. 15300- PAGE 2 4. Certifications: Submit certifications of qualifications and satisfactory performance as follows: a. Contractor's license, fire sprinkler permits, and designer's certificate of qualifications. b. Contractor's underground materials, disinfection as required, and testing and flushing certificates regardless of who performs the work. c. Overhead materials and testing certificates per NFPA-13. d. Welder qualifications and procedures. e. Formal certification that the installation satisfies the contract conditions and the AHJ. f. Full warranty of the system for one year following final inspection. Note that the Owner reserves the right to extend the warranties of some specific products. These cases will be noted during the review process and generally apply to substitutions and pipe joining methods (threaded thinwall will require 5 years and the Owner held harmless). 5. Operations and Maintenance (O&M) Manual: The O&M Manual shall address all specified equipment and materials provided by the Contractor. Provide a manual with tabbed sections of the following: a. Underground pipe, fittings, valves, restraints, etc. b. Aboveground pipe, fittings, supports and firestopping. c. Sprinklers, valves, hose rack assemblies, switches, etc. d. List of recommended spare parts to maintain at the Project. e. Test certificates, certifications and warranties. f. Applicable portions of NFPA-25, 1992... Inspection Testing & Maintenance of Water - Based Systems. g. Record drawings and calculations. 6. Main piping support details: Contractor shall submit separate plans (sprinkler mains only overlaid on structural framing) showing location, Toad and anchorage of hangers supporting all sprinkler main piping. Refer to appendix G.2 for loads and exclude branchline piping. 1.05 DESIGN REQUIREMENTS A. All work in this Section shall be designed in accordance with the appropriate NFPA Codes as specified, the requirements of the AHJ, and the Contract documents. The available water supply at E. Andover Park Drive is reportedly: Static Pressure = 150 PSI Residual Pressure = 115 PSI Flow = 1,447 GPM A FIRE PUMP SHALL NOT BE USED ON THIS PROJECT. B. Piping is to be installed to allow complete draining, exceptions only as acceptable to the A/E. Drains and test shall spill to outside, 12" above finish grade to concrete splashblock, all at NE approved locations. Small auxiliary drains not piped outside shall be readily accessible and fitted with 3/4" domestic hose connections and caps. C. Sprinkler design criteria to be as follows: (Density/Area) 1. Entire main building except receiving and storage areas, ordinary hazard, group 2: (.15/4,000 sq. ft. at 130 sq. ft. spacing). 2. Receiving and storage areas, ordinary hazard, plastic protection: (.25/4,000 sq. ft. at 100 sq. ft. spacing). 3. Exterior protected canopy, ordinary hazard, group 2: (.20/whole canopy). 4. Inside hose reserve to be 150 gpm with a total of 500 gpm hose reserve. D. Hose stations shall be located 5 ft. above the floor, near exit doors as shown, and be acceptable to the local fire response authority. Stations shall be supplied and controlled through a dedicated system. Supply piping shall be a minimum size of 1.5" or as shown. 15300- PAGE 3 E. Pipe routing restrictions apply to this project as follow: 1. Sprinkler mains must be positioned and supported as shown on the contract drawings with deviations only as approved by the structural engineer. Comply with review comments regarding the "main piping support" submittal (para.1.04A.6). Engineering evaluation costs and construction costs associated with such deviations shall be born by the contractor, unless such deviation is directed by the A/E. Mains are to be positioned above the bottom chord of all trusses and as high as solid beams allow. 2. Piping serving areas with suspended ceilings shall be concealed. Piping supplying "below mezzanine" sprinklers shall be positioned to allow unobstructed access to the top of the entire mezzanine. 3. Sprinkler valve area and manifold to be located and arranged as shown. F. Switches relating to the fire sprinkler system are at the following locations: 1. Post indicating valve (PIV) outdoors near main entrance. 2. Sprinkler manifold (lead-in). PART TWO - PRODUCTS 2.01 COMPONENT LISTING & RATINGS A. All fire suppression components furnished under this section shall be Underwriter's Laboratories, "UL" listed in the "Fire Equipment List", Factory Mutual, "FM" approved for fire suppression use, or as provided by the appropriate National Fire Protection Association (NFPA) Fire Code. All accessory equipment shall also be so "listed" or "approved". Assemblies shall include trim and accessories manufactured or normally supplied by the basic equipment Manufacturer. All components shall be new and rated for a working pressure of 175 psi unless required to be higher by the AHJ. 2.02 PIPE AND FITTINGS A. The shop drawings must clearly show the type of pipe and fitting intended for use at all locations. Pipe and pipe joining methods must satisfy the requirements of NFPA 13 for steel pipe and the following: 1. Pipe with threaded fittings supplying sprinkler head drops and the hose system (1 "-2" NPS) shall be Sch. 40 black steel, Dyna -Thread -40, or other pipe having a minimum Corrosion Resistance Ratio (CRR) value of 1.00 per UL Listings. 2. Plain -end fittings (rubber gasketed lock -type fittings such as Victaulic "FIT" or equal) may be used upon submittal and approval. Compression -type fittings ("PRESS-FIT" or "POZ-LOK") may be used with Sch. 5 pipe upon approval. 3. Horizontal ,threaded thinwall piping, if used must be guaranteed for 5 years with the Owner held harmless from all damages incurred by leakage or failure of the installation. Each thread must be gaged per the U.L. listing. 4. Substitutions to the above must be specifically submitted to and accepted by the NE. B. Fittings shall be specifically listed for use with the intended pipe. C. Grooved couplings shall be the rigid type (Victaulic #005 or approved equal) except where flexibility is required or seismic bracing is provided. Grooved and plain -end couplings and fittings shall be manufactured by Victaulic, Gustin-Bacon, Sprink or Gruvlock companies. D. Underground Pipe shall be ductile iron class 52, Tyton joint matching the Water Department's requirements. Joints and fittings shall be per NFPA-24 and the AHJ. Doubly restrain all joints and fittings within 5 ft. of the building by two of five methods (thrust blocking, U.L. listed retainer glands, Mega Tugs, Tyton-Lock joints, OR rodding and clamping). AH ferrous materials shall be cleaned and 15300- PAGE 4 coated with asphaltum tar before backfilling (plated rod must be coated). Depth of bury to be city practice or greater (42" minimum). 2.03 SUPPORTS AND BRACING A. All supports and bracing shall be strictly in accordance with NFPA-13 for a seismic zone and as accepted by the AHJ and the NE. 1. C -clamps must have retaining straps. C -clamps for attachment to the top chord of the bar joists must be carefully connected and arranged to avoid damage to the roof insulation and vapor barrier. 2. Sway bracing connections must be bolted to the structural frame with 1/2" bolts, minimum. Braces must be connected to the rigid frame members wherever possible. Connections to joists should be made to the bottom chord or as directed by the structural engineer. 3. Plain -end type fittings must be within 3 ft. of a support and all drops and compression armovers must be supported with a pipe hanger. 2.04 SPRINKLERS AND ATTACHMENTS A. Sprinklers are to be standard spray brass, 165 degree F. unless noted and as follows (deviations must have A/E approval): 1. Roof level, receiving and storage: Upright, 286 degree F. 2. Canopies: Chrome dry pendent, 212 degree F. , extended coverage as required. 3. All areas with finished ceilings except storage: 1/2" recessed white pendent, 165 degree F. with white escutcheons. 4. Overhead doors: 1/2" sidewalls, 165 degree F. 2. Position sprinklers per NFPA-13 with respect to fixtures and other obstructions. Where obstructions are unavoidable, sprinkler deflectors may be lowered to be level with the bottom of the obstruction. Provide matching white escutcheon. 3. Provide a 12 -head sprinkler cabinet with 12 sprinklers and appropriate wrenches at the Sprinkler riser. Signs depicting essential aspects of the fire protection system shall be provided as required by NFPA and the AHJ. 4. Provide sprinkler guards where head clearance is less than 7'6" or the sprinklers are otherwise subject to mechanical injury. 2.05 VALVES A. Small bore (2" and less) accessory valves are to be bronze, 175 psi working pressure and Listed for service with fire sprinkler systems. Trim check valves shall be of a companion series. B. Control and check valves shall be flanged, wafer, lugged, mechanical joint, or grooved (small bore to be threaded). Common valve types are further specified as follows: 1. Above -ground shutoff valves shall be OS&Y or butterfly, each equipped with tamper switches. 2. Check valves to be swing check type with rubber gaskets. 3. Wet alarm riser assembly to be as shown, including grid relief valve. 4. Hose system riser assembly to be as shown. C. Backflow Preventer and Meter: A double detector check assembly shall be installed inside the building as shown. It shall be a Febco model 876, Z shape with a maximum Toss of 8 PSI at 1200 GPM. Provide tamper switches for this assembly. D. Fire Department Connection (F.D.C.): This shall be a 4" with a 5" Storz connection with cap and chain, wall mounted within 50 ft. of a hydrant. Threads shall match local fire equipment. Provide 15300- PAGE 5 automatic drain and appropriate signing. Automatic drain shall be carefully installed such that a static water column will not prevent its normal operation. 2.06 SWITCHES Sprinkler system switches are intended to form a part of a central station reporting fire alarm system. Their installation must comply with NFPA-72. Each switch must be designed for use with the intended valve or condition and the planned location. They shall have SPDT cover tamper switches. A. Shutoff valve supervisory switches shall be SPDT (POTTER OSYS, PIV or BUTTERFLY) and must be provided with all control valves. B. Vane type flow switch to be Potter, VSR-F or approved substitute (2PDT) with 0-90 second adjustable retard. C. Weatherproof electric bell to be provided outside at sprinkler risers, it shall be 10" diameter, 24VDC, red, with guard. It shall be operated by the fire alarm system. 2.07 PENETRATIONS AND FIRE BARRIERS. A. Penetrations of smoke and fire walls must be firestopped with approved products and methods. Acceptable manufacturers are as follow: 1. Dow -Corning: "Fire Sealant" 2. Metaline Company: "Metacaulk" 3. 3M Company: "CP -25 Fire Barrier" 2.08 FIRE HOSE RACKS A. Provide polished brass, 1.5" hose valve with 1.5" x 100 ft. of lines firehose, adjustable nozzle, rack and pins at each station. PART THREE - EXECUTION 3.01 INSTALLATION A. Installation of fire protection systems and components shall be in accordance with applicable NFPA Standards, Manufacturer's recommendations, and the AHJ. The systems shall be installed by an experienced firm licensed in the State of Washington and regularly engaged in the installation of fire sprinkler systems per NFPA and the State of Washington. The site sprinkler foreman shall have at least 6 years full-time sprinkler experience with an aggregate crew experience average of 4 years. B. Verification of Dimensions: The Contractor shall become familiar with all details of the work, verify all dimensions in the field, and shall confer with the A/E about any discrepancy before performing the work. The A/E's approval will not relieve the Contractor from his responsibilities to perform all work in accordance with specification and contract terms. C. Coordination and Fit: The Contractor shall prepare a complete, detailed layout per these documents, closely complying with this specification and drawings. It is the Contractor's responsibility to coordinate his work with that of other trades and structural features, providing offsets and additional sprinklers as necessary and at no additional cost to the Owner to insure "fitting" of all components within the available space while maintaining code compliance and design intent. Deviations from the approved working drawings are to be made only with the A/E's written authorization. D. Welding of materials shall conform to NFPA requirements and no welding within the Project structure itself is authorized. Each weld must bear the welder's identifying mark. 15300- PAGE 6 .�.�L7kLU6f1YNLe�4.iw.-nrwM. E. All equipment, pipe and fittings exposed to weather or corrosion shall be galvanized, plated, or otherwise protected. F. The Contractor is responsible for the proper placement of his equipment and the openings and supports for same. This includes pipe connections, sleeves through floors and walls, and attachments to the structure. Penetrations of foundation walls and floors shall be sleeved and packed with water- tight mastic. Wall plates are to be provided at all exposed wall penetrations. They shall be metallic of the split type with chrome finish. Wall and ceiling penetrations shall be sealed as appropriate for coolers, fire and exterior walls, and smoke partitions. G. All sprinkler system and supervisory devices shall be mounted in a manner which is readily accessible for the installation of electrical wiring and conduit and inspection and service. Provide the proper trim and a means of testing and calibrating each device. 3.02 TESTING A. The Contractor shall coordinate each test and provide at least one week advance notice to the A/E and other inspection authorities. He shall inform the A/E two weeks before testing, in writing, of special arrangements and coordination efforts necessary but not under his control. B. Acceptance Testing of the Fire Protection System shall be in accordance with the AHJ. The applicable Test Certificate(s) shall be completed at the time of testing and submitted as previously described. C. The aboveground sprinkler piping shall not be connected to the underground piping until the underground piping has been satisfactorily flushed, tested and certified. 3.03 EQUIPMENT IN SERVICE A. Temporary impairment of an "in-service" fire protection system (all or part) must be minimized and coordinated with the Owner and the Local Fire Department. B. Systems or portions of systems are to be placed in service and appropriately tagged at the conclusion of testing. END OF SECTION 15300 0279-15300.3 9-25-96 15300- PAGE 7 PRICE - COSTCO OPTICAL LAB FIRE ALARM TUKWILA, WA SECTION 16721 PART ONE - GENERAL A. RELATED DOCUMENTS 1. The requirements of the General Conditions of the Contract and Division 1 of the Specifications apply to all work of this section. 2. The General and Supplemental Conditions apply to work of this section. B. DESCRIPTION OF WORK 1. Design, furnish and install all materials and equipment required for a complete and operational automatic and manual Fire Detection and Alarm System and Sprinkler Supervisory and Waterflow Alarm System as hereinafter described and shown on the drawings including all permits, fees and tests. Contractor shall provide a complete design prepared by a Licensed Fire Protection Engineer or NICET Level 3 Fire Alarm Designer. Work shall commence at the start of building construction and proceed throughout the entire building. 2. Work shall include the following: a. All electrical work to install and connect all devices to provide a complete and operating system which meets with the requirements of the specifications and the AHJ. 3. The contractor is expected to familiarize himself thoroughly with the Project before submitting his bid. Compliance with the general construction schedule is required. 4. The following items of work are provided by other sections of this Specification, and are necessary for a complete installation. a. Furnishing and installing sprinkler waterflow alarm devices. b. Furnishing and installing sprinkler supervisory devices. c. Wiring connections from the Fire Alarm Control Panel (FACP) or other fire alarm devices to the building air handling systems or controls. d. Installation of duct type smoke detectors. C. CODES AND STANDARDS 1. The design, construction and system operation shall be in accordance with the following: a. Current edition of the City of Tukwila Fire Alarm Standards. b. Other authorities having jurisdiction. c. National Fire Protection Association (NFPA) Codes and Standards as follows (Current Editions). NFPA 70 - National Electric Code (NEC). NFPA 72 - National Fire Alarm Code. NFPA 90A - Air Conditioning and Ventilating Systems. NFPA 13 Installation of Automatic Sprinklers. d. Federal Communications Commission. (FCC) e. Americans with Disabilities Act Accessibility Guidelines. (ADAAG) 15300 - PAGE 1 PRICE - COSTCO OPTICAL LAB TUKWILA, WA FIRE ALARM SECTION 16721 f. Washington Administrative Code (WAC) 296-81-275 g. Other local building and fire codes as applicable (all to be known hereafter as the Authority Having Jurisdiction or "AHJ".) Where conflicts occur, the most stringent requirement shall apply. Work shall be performed in accordance with the Contract Documents and is subject to the approval of the Architect/Engineer (hereinafter referred to as "NE"). D. DRAWINGS AND DOCUMENTATION. 1. Submittal Data: The following documents shall be signed by a NICET level 3 or a registered Fire Protection Engineer and submitted to the NE for review and approval. a. * Catalog Sheets on all Equipment and Materials to be installed. b. * Working Drawings. c. Standby Battery Calculations and Voltage Drop Calculations. d. Certifications. e. As -Built Drawings f. Acceptance and Test Procedure. g. Operation & Maintenance Manuals * Submittal must be accepted by AHJ and (NE) before work is allowed to commence. 2. Documentation Requirements: a. Catalog Sheets: Manufacturers Data sheets in original form showing the physical characteristics of the equipment or device described. The data sheet shall provide technical specifications including mounting and wiring details, function and operation of the device. Data sheets must be marked with red ink to identify the specific device or equipment to be furnished. b. Working Drawings: Provide 1/16" scaled shop drawings minimum size 24" X 36" which shows the location of each item or device to be furnished, the zone, device or circuit number by which the device is identified, the mounting height of each item or device, identification of the use of each room, the height of each room. • The drawings shall contain a Bill of Material with a key identifying each component or device. The drawings shall include schematic wiring diagrams. c. Standby Battery Calculations and Voltage Drop Calculations shall be provided showing how the battery size was determined. Provide voltage drop calculations on all audible /visual sounding device circuits. d. As -Built Drawings: A set of working drawings shall be marked in "red pencil" each day to reflect the accurate as -built condition including the locations of devices, actual routing of conduit or cable and the wiring order of devices. At the completion of the project the information shall be transferred to the original reproducible drawings. e. Certification: Submit certifications and qualifications of the system and system designer as follows: 1). Certificate of designer competency. NICET level 3 certificate or FPE Stamp. 2). Contractors state license. 3). Fire Alarm System Certification and Description as required by NFPA 72. 15300 - PAGE 2 PRICE - COSTCO OPTICAL LAB TUKWILA, WA FIRE ALARM SECTION 16721 4). Formal written certification that the installation satisfies the contract conditions and the requirements of the "AHJ". 5). Full one year Written Warranty following final inspection and acceptance. f. Acceptance and Test Procedure (ATP). Provide a complete ATP which establishes the correct operation of all of the functions described in the specifications and shown on the drawings. Operation & Maintenance Manual (OMM). Provide 5 complete sets of operation and maintenance manuals in notebook size with 8 1/2" X 11" pages and placed in a bound notebook with a legend on s the spine. Reduced As -Built drawings of the completed system shall be provided in 11" X 17" size and bound in the OMM. g. E. SYSTEM DESCRIPTION AND FUNCTION 1. The fire detection and alarm system shall be microprocessor controlled, intelligent, automatic and manually operated system which uses the latest intelligent control panel and devices. a. Control -by -Event Program. Operation of a manual station or automatic activation of any ceiling mounted smoke detector, duct mounted smoke detector, heat detector, or waterflow device shall activate the system's control -by -event program to cause: 1. All audible indicating appliances to sound in a continuous pattern and lamps to flash. 2. Indicate on the Fire Alarm Control Panel (FACP) the description of the specific device or sub -loop in alarm via a minimum 40 -digit alpha -numeric display. The "SYSTEM ALARM" LED shall also flash and the system audible signal shall pulse. The displays shall be of the vacuum fluorescent type, clearly visible in the dark or poor light conditions. 3. Perform any additional function as specified herein or as shown on the plans and on the System Performance Matrix (SPM). 4. Transmit a Fire Alarm signal to the central station. 2. General System Operation. a. When the operated device is restored to normal, the control panel shall be manually reset except that the alarms may be acknowledged and/or silenced as described elsewhere in these specifications. b. An alarm may be acknowledged by actuating the "ALARM/TROUBLE ACKNOWLEDGE" button or key. This shall silence the control panel audible device, and change the "SYSTEM ALARM" LED from flashing to steady. If multiple alarm conditions are present, they shall scroll and continue to flash and pulse the system audible until all alarms are acknowledged. c. All alarm signals may be silenced by actuating the "ALARM SILENCE" button or key. This shall steadily illuminate the "ALARM SILENCE" LED. If a subsequent alarm is activated, the alarm signal shall "resound" until again silenced. Once silenced, all alarms may be restored by again actuating the "ALARM SILENCE" key. 15300 - PAGE 3 PRICE - COSTCO OPTICAL LAB TUKWILA, WA FIRE ALARM SECTION 16721 d. If the microprocessor fails, the system shall execute a default signaling program. This program will enable the panel to sound the audible signals and summon the Fire Dept. In addition, a red LED shall Tight to indicate the communication loop wherein the alarm originated. Inability of the system to sound signals or summon the fire department during microprocessor failure is not acceptable. e. Alarm verification shall be provided for all addressable smoke detectors. This feature shall allow those smoke detectors that are installed in environments prone to nuisance.or unwanted alarms to operating with the following sequence: 1. Pre -Alarm Window - 25 seconds; a distinctive Pre -Alarm message shall be displayed. 2. Loop Reset - 5 seconds. 3. Alarm Verification Window - 85 seconds; the system shall respond to a second alarm from the same smoke detector or any other devices on the same loop as a system alarm. f. Electrical Supervision shall be furnished as follows: 1. Each initiating and signal circuit shall be electrically supervised for opens, shorts, and ground faults in the wiring or device(s). 2. The system communication loops shall be capable of being wired using Class "B" (Style 4) a break or ground fault in any conductor shall be reported as a trouble condition. F. MATERIALS AND EQUIPMENT. 1. The control equipment shall be red in color and shall include the following features: a. Auxiliary SPDT alarm actuated contacts in the control unit and SPDT contacts that transfer on any trouble condition. b. Auxiliary circuitry in the control panel to operate remote relays to control blowers, air handlers or other equipment. c. Sixty (60) hours of battery standby using rechargeable batteries with automatic charger to maintain the standby batteries in a fully charged condition. d. A ground fault detector to detect positive or negative grounds on the initiating circuits, signal circuits, power circuits, and telephone line circuit. e. A short circuit error message shall be a standard feature of the control panel. f. Lightning protection shall be a standard feature of the fire alarm control panel g. An audible trouble signal shall be an integral part of the Keyboard Display Module. A back-up system audible on the power supply shall be provided to indicate failure of the microprocessor or Keyboard Display Module. 2. The entire fire alarm system shall be connected to a central station in accordance with the requirements of the fire department. 15300 - PAGE 4 PRICE - COSTCO OPTICAL LAB FIRE ALARM TUKWILA, WA SECTION 16721 a. The fire department shall be consulted as to the authorized central station companies serving the city. b. The fire alarm system shall transmit alarm, supervisory and trouble conditions with the alarm signal overriding the trouble signal. c. The contractor shall be responsible for all installation charges. 3. The system shall be provided with a power supply with a Battery Charger capable of recharging the • batteries to a fully charged condition within 18 hours after the 60 hours of standby. This current shall be sufficient to maintain the system batteries at full charge at all times. • If the system loses AC power, a System Trouble shall occur. The charger output shall be supervised and fused. 4. Batteries shall be furnished with sufficient capacity to provide power for the entire system upon loss of normal 120V 60 HZ power for a period of sixty (60) hours with five (5) minutes of alarm signaling at the end of this sixty -hour period. 5. Area smoke detectors and duct smoke detectors shall be only approved compatible two -wire photoelectric and/or ionization smoke detectors, which are U.L. Listed and approved for use with the control panel. 6. Manual Stations shall be open circuit double -action and located as shown on the drawings. The Manual stations shall be capable of having a break -glass rod as a standard feature, but shall not depend on the glass rod to hold the station in normal position. The manual stations shall be of extruded aluminum design painted red with "Fire" lettering on each side, for semi -flush or surface mounting and shall be of the double action design. Once activated, stations shall not be resettable without the use of a key and physically opening the station to reset. The key shall be the same as that used to open the control panel. Surface mounted manual stations shall have a special matching back box. 7. Area Smoke Detectors shall be of the solid state photoelectric type and shall operate on the light scattering, photodiode principle. Detectors shall be designed for two -wire installations. The detector shall be equipped with a pulsed LED power supervisory indicator and full functional test feature. 8. Duct type smoke detectors shall be of the solid state photoelectric type and installed where shown on the drawings. The duct detectors shall have isolated contacts suitable for direct shutdown of the air handling unit on which the duct detector is mounted. All detectors shall be capable of being reset from the FACP. The detector shall be listed by Underwriters Laboratories, Inc. under the current standards for duct smoke detectors to allow remote functional testing without generating smoke. 9. Alarm indicating devices shall be provided where shown. The alarm indicating devices shall be horns and shall be provided where shown on the drawings or as required to provide adequate audibility for the area. The horns shall be vibrating 24 VDC and colored red. The homs shall be mounted on a flush back box with trim ring or on a matching back box where surface mounted. 15300 - PAGE 5 PRICE - COSTCO OPTICAL LAB TUKWILA, WA FIRE ALARM SECTION 16721 10. Visual Alarm Devices shall be strobe devices which are mounted at the proper level and meet with the applicable codes and regulations. All areas in the building shall have visibility of at least one (1) visual alarm device. Coordinate visibility with the building construction. The flash rate shall be one flash per second maximum to one flash every three seconds. The strobe devices shall be provided with a mounting plate. The mounting plate shall be red and the word "FIRE' shall be on the face of the device in one inch (1") high legible letters. Combination audible -visual alarm devices which meet with the specifications for the individual audible and visual alarm device specifications may be used where the devices are shown in the same location on the plans. All visual alarm devices which are visible in any area shall be provided with a coordinated flash system. G. OTHER DEVICES OR EQUIPMENT. 1. The control panel shall contain the equipment required to provide the following user/operator functions using access through the keyboard display module. These user functions shall include: a. Display system voltage to readout a direct measure of the voltage (DC) at which the system is operating. b. Display system current to readout a direct measure of the amperage (DC) at which the system is operating. c. Display battery voltage to readout a direct measure of the system battery voltage (DC). d. Set/change the real-time clock and date. e. Activate "Walk Test" feature to allow the system to be manually tested by one (1) individual. This program shall provide for: 1. Disconnecting the City Connection circuit. 2. Bypassing output programming 3. Activating the system 'Trouble" circuit. 4. Actuating any initiating device which shall cause the primary audible signals to sound four (4) times; after the initiating device is reset, the panel shall automatically reset itself. 5. Opening of any initiating device shall cause the primary audible signals to sound two (2) times. H. EXECUTION 1. The installation will meet with all requirements of NFPA 70 National Electrical Code (NEC). 2. All wire shall be installed in conduit and cable approved for the application. 3. All conduit, wire, boxes and fittings shall be installed in accordance with the best commercial practice. 4. Primary power for the control panel shall be supplied from a separate breaker connected to the emergency panel. The breaker serving the control panel shall be fitted with a suitable guard to prevent manual operation, but allow automatic tripping. Separate breakers shall be provide for each control panel. 5. All wire in the control panel shall be neatly dressed. Each wire which attaches to a terminal in the control panel shall be provided with a label which identifies which terminal the wire is connected to. 6. All wire shall be color coded. 7. All junction boxes shall be painted red. 15300 - PAGE 6 PRICE - COSTCO OPTICAL LAB FIRE ALARM TUKWILA, WA SECTION 16721 8. All junction box covers shall be painted red and have the words "FIRE ALARM" in 1/2" letters in black. I. WARRANTY AND FINAL TEST 1. The contractor shall warranty all equipment and wiring free from inherent mechanical and electrical defects for one year (365 days) from the date of final acceptance. 2. Before the installation shall be considered completed and acceptable by the awarding authority, a test on the system shall be performed as follows: a. The contractor's job foreman, in the presence of a representative of the manufacturer, a representative of the owner, and the fire department shall operate every building fire alarm device to ensure proper operation and correct annunciation at the control panel and annunciator. b. At.Ieast one half of all tests shall be performed on battery standby power. c. Where application of heat would destroy any detector, it may be manually activated. d. The communication loops and the indicating appliance circuits shall be opened in at least two (2) locations per zone to check for the presence of correct supervisory circuitry. e. When the testing has been completed to the satisfaction of both the contractors job foreman and the representatives of the manufacturer, the owner, and the fire department a notarized letter co-signed by each attesting to the satisfactory completion of said testing shall be forwarded to the owner and the fire department. f. The contractor shall leave the fire alarm system in proper working order, and, without additional expense to the owner, shall replace any defective materials or equipment provided by him under this contract within one year (365 days) from the date of final acceptance by the awarding authority. g. Prior to final test the fire department must be notified in accordance with local requirements. 3. As Built Drawings, Testing, and Maintenance Instructions shall be furnished. a. t Furnish a complete set of reproducible "as -built" drawings showing installed wiring, color coding, and wire tag notations for exact locations of all installed equipment, specific interconnections between all equipment, and internal wiring of the equipment shall be delivered to the owner upon completion of system. b. Operating and Instruction Manuals shall be submitted prior to testing of the system. Four (4) complete sets of operating and instruction manuals shall be delivered to the owner upon completion. END OF SECTION COSTOPT.002 (0279FA2.DOC, 9-25-96) 90025 15300 - PAGE 7 FIRE SPRINKLER PROJECT: EQUIPMENT LIST ITEM NO. SPEC. PARA. NAME OF ITEM MANUFACTURER MODEL DETAILS, FINISH, ETC. A/E COMMENTS APPENDIX E.1 NO. REVISON BY/DATE WF VS FACP WF S s -z dd HDACT 120V 60HZ TO SEPARATE BREAKER TO TELEPHONE TERMINAL PANEL SIMPLIFIED RISER DIAGRAM LEGEND FACP FIRE ALARM CONTROL PANEL DUCT MOUNTED SMOKE DETECTOR PHOT❑ELECTRIC AUDIBLE VISUAL ALARM DEVICE n SPRINKLER WATER FLOW DEVICE El MANUAL STATION ALARM STROBE n SPRINKLER SHUT OFF SUPERVISI❑N DEVICE OHTOLTROR SMOKE LEHNER ENGINEERING 18023 HWY 99, STE N LYNNW❑OD, WA 98037 C❑STC❑ OPTICAL FACILITY TUKWILA, WA FIRE SPKLR, SECTIDN 16721 APPENDIX A.1 DWNt MBL 1 CHK: WBL 1 DATE: 9/24/96 FILE10279F_AI.DWG LEHNER ENGINEERING 18023 HWY 99, STE N LYNNWOOD, WA 98037 8. TI TO ti 0-T1 fTl CA Z IXC❑1 000'- m, I • .,. -1Zin ..... O rti Elrr' F _ f'il'l C D 0 -I Z "0'U '°"" "" • . dINIT7 W: �fTl -i 3 if,r - - ]1 y -1 d 1 ��M O J r /\ (IiI 111111 11 W or- 8'1 in Io— I I •.SIA....MIN 1 L. _ <D3DDDI C= n 0 C "Vs e} ON ROOF O DD Z D D a C� ca O C- r I 1 1 1 1 1 1 1 ..� _ix) C .Z7 .Z7 bd a Gil —I Al ON ROE* 4 ,�`.- z3 3 3 r . =� aL - Mil - a $ DWN: MBL • 1 CHK: WBL 1 DATE: 9/24/96 COSTCO OPTICAL FACILITY TUKWILA, WA FIRE SPKLR. SECTION 16721 APPENDIX A.3 Mtry N LyfTllI CJ a • 1■fp I L ar- a a- :I ° xr a3<< r I M— m. ._ II nn ,^� am 1Q 1 yi um ow vain •11111101 0 NAM. 0TI V)«< ��gum -�,I11 ___ IIirriS3fTl"DC� ��. pY. 1 1 1 1 11 MO ti 0 Q Q ��I � O a❑,m-o� —I P1 F vA IL_L_L__L,I,I j �� Z Z oFTI v () 73 =f�n�v m'-�In i.. — g. MM rn N M -- Qm 1•A D 0 Q_ Q ,,,,,7_4 _� 1■ �o DSC 0 a �� DC 0 n _... -'-' - �� BY/DATE /� lTl Pa.Ui l! �� .�" w M MIM /� <a •_•„!‚ I - �. -TI _ ' % -1o M '1 ron ' • \ / ” " \ "`- " J1- 0 r Mr- NFU. O In 0 VS VS ©VS VF VT VS AT POST INDICATOR VALVE NO. REVISON BY/DATE RESPONSE 1 CAUSE ALL AUDIBLE/VISUAL ALARM INDICATING DEVICES TO OPERATE TRANSMIT FIRE ALARM SIGNAL T❑ CENTRAL STATION ANNUNCIATE DEVICE BY ALPHA- NUMERIC DISPLAY ❑N FACP ISHUT DOWN AHU DPERATE AUDIBLE SIGNAL AT FACP TRANSMIT SYSTEM TROUBLE SIGNAL T❑ CENTRAL STATION TRANSMIT SUPERVISORY SIGNAL # TO CENTRAL STATI❑N ACTUATE ALL AUDIBLE VISUAL ALARMS INSIDE DPERATE RED ALARM LAMP DN FACP OPERATE AMBER TROUBLE / SUPERVISORY LAMP ON FACP CONDITION MANUAL PULL STATION X X X XX X AREA SMOKE: DETECTOR X X X XX X SPRINKLER ALARM DEVICEATWERFLOW XXX XX X SMOKE DETECTOR IN AHU X X X X X SHUTOFFFSVA VEER X X X X SYSTEM TROUBLE • X X X PEREDRMANCE MATRIX L E H N E R ENGINEERING 18023 HWY 99, STE N LYNNW❑OD, WA 98037 C❑STC❑ OPTICAL FACILITY TUKWILA, WA FIRE SPKLR, SECTION 16721 APPENDIX A.4 DWN: MBL I CHK: WBL 1 DATE; 9/24/96 FILEI0279F_A4.DWG PROJECT INFORMATION BUILDER: SPAN CONSTRUCTION AND ENGINEERING CUSTOMER: PRICECOSTCO PROJECT LOCATION: TUKWILA, WA DATE: 10/28/96 TABLE OF CONTENTS MAIN BUILDING REC1E \Irr NOV 0 4 1996 `/. i�i�L�Y �Nf+i Y BELLEVUE. RECEIVED NOV 0 6 1996 FILE COPY LETTER OF CERTIFICATION PP. 1-2 of 104 LOADING "PP. 'A-E & 3-10 of 104 COVERINGS AND FASTENERS PP. 11-23 of 110, 126 of 6, 1-7 of 7 BRACING DESIGN - STAAD3 PP. F -J, 1-71 PRIMARY FRAME DESIGN PP. 24-104 of 104 MISC. STRUCTURAL DESIGN PP. K -Q JOISTS PP. R -U, 1-12 of 12, V -Y CITY Of R O v D Ap DEC 1 1 1996 1�v BUILDING DIVISION J H LAWDER, INC. STRUCTURAL ENGINEERS P.O. Box 3206 Modesto, California 95353 c Varco-Pruden Buildings A United Dominion Company LETTER OF CERTIFICATION (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 01 of 104 2113 1 tical Facili �.}:: {.i:.'f.•:C,. ......... Ri:h'.i}Xv:h'r'h'{h' b .. • ..}:.............: .... ..........?:}....5...::Srv:•:•$'iii'i'i:•i?•.h: :•?::::::i:•ii{:::.:::::: :+.v:?::::::�:h:::;: :}x .....:::i4::�v...:.... .. n..:...r .:. :n:4,h:::., ..5+. v..hn+.:. •: .... :::.::::::.{•. ::v: v: .:::.: rv: :: r:.:: n.: ::::•: ,:::•::: .:::: ..:: . :: :::}J: :•ti.:::::•::++::::.S;+nt;�:...,1.x.....:....3............ .:: :. .;,; v}};:g::. .. :. :• . :.....,...: •:. ..,.:..........r ..:..................,::: �::::.,:.:::r:•::: �:...:.:::::::::>: r, ,•?,.::r::., :zit ., ...,: {;,,. {a:{::�s:;;:.. iErmi Contact: George Goddard PROJECT REFERENCE [2113,1] Name: Span Const./ PriceCostco Address: 1841 Howard Road Project Name : 4485-PriceCostco-Tukwila,WA City/State: Madera , CA 93637 VP Job No.: Customer Name: PriceCostco Street: 1160 Saxon Drive Job Disposition : Schedule for Fabrication (D) City/State: Tukwila, WA xxxxx MBMA End Use Code: 4 - Manufring. Production ( County : King ) This is to certify that the above referenced VARCO-PRUDEN BUILDING System project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Width: 160/0/0 Overall Length: 230/0/0 Max/Min Eave Height: 16/10/0 0/8/0 Roof Pitch: 0.250/ 12 Roof Live Load = 20.00 PSF Building Code/Year = 94UBC Distance to Coast = 0 Mile Reduced Live Load (Bldg)= No [1994 Uniform Building Code ] Bldg Enclosure Category = Enclosed Ground Snow Load = 41.67 PSF Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load (flat) = 25.00 PSF Building Use Category = 4 Snow Exposure Category = 1 Roof Snow Load (sloped) = 25.00 PSF Rf Sht+Scndry Dead Ld = 4.13 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add'l Gravity Collateral = 8.00 PSF Snow Load % for Seismic = 0.0 Wind Load Pressure = 17.85 PSF Add'l Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI Rainfall Intensity = 4.0 Inches per Hour Allow Overstress Ratio = 0.990 The steel design is in accordance with VARCO-PRUDEN BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations : American Institute of Steel Construction (AISC), 9th Edition American Iron and Steel Institute (AISI), 1986 Edition w/ 1989 Addendum American Welding Society (AWS) [D1.1] American Society for Testing and Materials (ASTM) Metal Buildings Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VARCO-PRUDEN BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VARCO-PRUDEN BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VARCO-PRUDEN BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VARCO-PRUDEN BUILDINGS. Sincerely, Prepared by: _41./.__, �� P.E. Reviewed by: _Taj VARCO-PRUDEN BUILDINGS NIP1 Varco-Pruden Buildings A United Dominion Company LETTER OF CERTIFICATION 4485-PriceCostco-Tukwila, W A) T(1960915191317) (Project Name: (VP Quote No.: (VP Order No.: 2113 1 DATE: 09/19/96 TIME: 23:17 PAGE: 02 of 104 'cal Facili •, • w eG ,w`'• ,1 fir•'. :,NGS. ' iw.tS: s; jiK i?;FYo:},•'+5;.,i i8a v c ;�t>',itti•,•R;k.: v• C•.`yrin'i,',wwok The Structural Design and/or Manufacture of this VARCO-PRUDEN BUILDING will be or has been at one of the following Varco-Pruden locations: Pine Bluff, AR - V -P Central Division St. Joseph, MO - V -P Central Division Kernersville, NC - V -P Eastern Division LaGrange, GA - V -P Eastern Division Rainesville, AL - V -P Eastern Division Evansville, WI - V -P Northern Division VanWert, OH - V -P Northern Division Turlock, CA - V -P Western Division [Design and Manufacture] [Design and Manufacture] [Design and Manufacture] [Design Only] [Manufacture Only] [Design and Manufacture] [Design and Manufacture] [Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a Varco-Pruden Building by one of the following fabricators: BAR JOISTS - SMI, Inc. Vu lcraf t ISP Hope, AR Grapeland, TX Norfolk, NE Florence, SC Brigham City, UT El Paso, TX Hancock Salem, VA Canam Socar Washington, MO Florence, SC (This information is presented in compliance with Varco-Pruden's AISC Certification responsibilities.) 1* • qj Roo - MouKiTEAD EautPME,t.JT LoArDit1/4-1& ..... .---••~,-..•,,,,•-•----•,- ,,----.. -4-,-----,-4..•-_•.••.^-1-••. .• • 1Page..-1' . of TWO Date c3/to/9et) Prepared bySAFg.CLV,..,g Pg.tc. Co6-rco - Tu t4v,11 LAMA Reviewed by No. A t 1 ' . °0._ .$ 1-0 0 ct-.) .16O c— ,--- ,-- • < E E 00 il‘r1 cc) . • ;4' • ' • 41 .1 ; . ' ' ; I • , ! ..i • i-. : . L ..__i_ --•,'. • ---1--4 • i• i - , i ; ---- — --- .1- •-.1-. --1 11--- 0 • • ' , --::11:-.1::[... ._ _...i....41....1. tr'.... 1 I • : ; , I N t I , . , 1 ; . , • : -01)-- It— I ! i , 1 • ' t I -: " • • ;. • - .1' • 1 I • ; ' ' •• ; • • 1 • t • , : • ; • " ; ' • " - .H" T ' t' ' i i ! • i • ; . ,, 1 : t . . ' 't- - • •,' " .1- • i ' '. i • • ; • i • - ' -'i !** '' • t"-- , • i , , ; it , • . • i --* • • , , : • 0 ; • i I : . 1 • i 10 I 1 . j n • e . 4 . . .. , I Ili. ...I. /..t• • 1 ...1. i ..‘,,J., . .. . . . ....' • .i .......L . ! ).......4. : i I .i.- i 1 i ! • :_. ....._,.., ,.._.,.......i. 1 t--- I ! I 1 ' 1 ' • 1 . • i 1 , 1, • : 1 • . 1 . .! ..., . 1-- / f rdrn; ...i. Ie .. ; ...I i ; i o. it k....„2„....j....u_...L....i_, : ; I i 1 1 ! ..i. ; . A\a61(iper) 9/ 2519(0 • 11 :: 0.14 mip • 27 VP -Mt< WILA, \JA No. 15 Page of Daft Prepared by SEE' Reviewed by , 5rned1--• 80, 1,1 yp C.. : • vac «,/g (-1/4.J Ile.r 1-0..101i 16 GT - 0 , so,f "i; 61 11,1-1 ‘01 /Zs 16,1 -1;.L R.,F- 1:1: DOT 8 ; - - i•-• - ; i * 1 • s ivl ' 'io i ' 0 • : ! R — • ....„..... ....J....i....„.., Ai:: i.. .13...i.q. IDC. ' - T---,---1- 1, . i ---i ,-- ----1-- • -- is..-- . - . -, .6_„4-erkilf' : --; L- -T - 1 -K1 s.110,,`-ufsi •i(11')27 vil ' ' • ' ' . } 90-, i ,Z- Cu') /coo ! • ; 1 ; ' ' ' I • ! ; i 1 , 1 „ 1 I 1 • ; 1 , I ; ... ; ti .. : ; l•-- i I- ..; 1 1 1 . 4 ; : , 1 • i ; i 1 ; ! I ;— 7. • '-t -- 1114; ; i 1 I t i 1 ' ' 1 I ; I • ' : • ; , ; , 1 . i • , . -H----3---i----i----1-- -i----f --i•-------.t,— - — _ 4_1._ '' ,_ i i ! i ! • (C.*. c.1 -- 12 LJ G No Pogo of Dat. 8 -23 -76, Prapar•d by Se_,C) Rovi.w.d by Z.an•e 3 - C (38 J ; F Pot = ISP S 022 8 i' LQA t_.t.' _; 2I:,5F1( k ) . • 7 2, 3.2 i, !►51'- • 6,0 -T0.Up Ib . TqL Ilak Te.�l e iC�-IJ „ 115.-0° 76* -0' 3T-47 \I-•=1.7 11 GY-0' 3r-07 hi.. = 4,4 'Tr l'id = 2-51 v1644,6 t--- 1 .--- Fair=43 1 ? 9 1),... klo(x9-Z ),g, \ fat - 9 l'r 1 1 rA = IS e6 Wo+ -- io A 1 ‘... \ 12 I DGE — — - \ -L• t, „ ‹ , aA _‹- i kcj r. 0, WI, = 134, NI = 3 14,14 / I.34a 1 2.( 435 klio 4 +10 *-i = 2, /5; 4 41S4. ft/1. 1 S .5 •"= 3.5 --- n if --v ..L. y 14,3/2 1,16::1&0, 161.t 44,/z .., 2,3 , 0:4/g -... 2.7 4 1,13# = 1.0 , Pol 7. 27 rc --4-------.. 1,,,I.1' L.-12,51 . lid= /31 hci =0.36 Y t— - - - I 19d x .4.3 P.A -12:zi lie= 1,7 --L - - - - - - - - - - - - - - _ _ _ . _ ______ _._________ 115.-0° 76* -0' 3T-47 N/71 Varco-Pruden Buildings A United Dominion Company LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: T(1960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 03 of 104 2113 1 1.tical Facilit .... .. �•.��,,:..:: fir..,.... u..� ,. �:4:�?S:i ;Y,.•:F. ii}4:j�G•,i{��;+:;`Y•�ii>»:.ii:i;4>:::r�;:};ig:.'•:'•i.'•.:�vY.:w•r " Y:::: •rYi:,�%.°vF�,.;{.:.:.• �,,<,F.+�:.. �•<:., •''•Y•,8i:.>,..:v`;..:•Y•rz.>.•:::.i....o:•:r:.•.:::}•:°::?,,:,•.:r't:y:?.;;?5:,,>';,rf,S.,. ;:•.: �:.•,;;Y:£:: `�Y ,t:...a::?�i.:::;.::; ••.,,: nh;G,^i42.�..?•••.'•?�:'::�e;+.;•.::•Y:>.;.::: ::::,., 5.:..: �::•.,.::.::{�..:..�:•Y+.:........:.:n.::\tj:iK:}:J.:,,c.y?{i.;�.$3::+;:?•`.:.:..:.:. c.; Building: Optical Facility (VP Order No. 3 (2113,1) ;:t:k:2>;;;i::Y::£::;::;�:;::Y �::::SiS:>;?: � i::S iS>iSi:;:� 2•:::i:;••:;:;<><::::: � 5::�:::: �`:Y:%:;:.:::::; if:?�::::;::iaix::::::�:;Y:Y:: �::;:�:2::::::::•;;:�;;:;:;<::;:.;::?:: �`%:'3<:: •::,..:>:;,:.Y:•;Y::Y:z:::i::isY:.i:.:;•Y:•:;Y:i::>:::>:<•>:Y:?;xi::;::•Y:•:;;:.i>> >::;• ;. ; .............::,........:.,..:.•YYY:•Y:•>:.::::::••::::::•:.:.,..,.,..:•<.:Y:::•ii:z:i:::•:>i::i;:•;YY:YY:.Y:•;:.Y:•i;:h;<::>;:ii>::ii»i�::r:i;:::�::,:;:.:;•:�:::�:;::;.:r.<.:.::::•Y.�:;>::;::::. BUiiLDIIV'(r..CEiiI1E.:::<•:::::.:::.::::.,.::::..:..:::::::<•.:::::•::: Y::.:Y :•:: �.<:::•:...........................................::.::::::....,,.::::::<.;:::•>;<,:.;:•>:.:..,.;:.;;::,:;:.:;..;::,,;:.>,..:._:::.:::,:.,::,:.,:.:..:•:::;.,.::.::::::::::.:::::::•:::::.::::. 94UBC - 1994 Uniform Building Code - Bldg. Use Category: 4 (M8MA Enduse= Manufring. Production (4) Roof Covering Wt.: 1.130 PSF Liner Sheet Wt. : 0.000 PSF Sec. Structl Wt. : 3.000 PSF Primary Frame Wt.: (Varies by Frame) **** Collateral Loading **** To be used w/Gravity Loads: 8.000 PSF To be used w/Uplift Loads : 0.000 PSF Total Dead + Collateral(Gravity): 12.130 PSF + Frame Dead Load Total Dead + Collateral(Uplift) : 4.130 PSF + Frame Dead Load IA Input Live Load: 20.000 PSF Live Load Used: 20.000 PSF (Non-reducible) : :.:: :.:: : :: .:: ;.:� ,;.,;;'v:;.�•:::...:.;•y..:i`:>:isii;:sY::::>:•Yr;;::.,:s;::::;::;•.i;.t;;::;;�<•:?:Y?ai::::•:ir•Y::z<:;�YSssS:t.i::YY:;Yi:.S>;t;:SisYi:.;5i:::;::<?:i2�::<::;>:i:>a�:i; irfi�:i:�::;::>:;:sSi:Y . .: ...::::::Y::•:::•.�:Y>:Y:,�Y:::::......,•:.�::::::::,•::::: Y:•::•....... .. ...... .,...... .... .., .,. .. Y.:Y•.h;:�?;.,YY:;•YYY::•Y:;•Y r•Y:•Y:Y:;•::::•.:Ys::: •Yr• \Yti.y: •nt .Xr:: :4:4Y•:iY:i•Y'?'i• ;;;GYYiY:N:i '•'•""'S:4YY:•:•:•Y: Yf •::::.,•..v:,J:iiY:b: K;!:::iY:!;?:;i4YiY:J:ti•:i!:::: v.:':.}vv •:i:: ^'•:{r;;iir �YiYY,.!!d::. :::.,{?:.AA:::: v:x :::: :h•n;�•::•i ::•.. Input Roof Snow Load : 25.00 PSF Estimated Ground Snow Load: 41.67 PSF Importance Factor 1• .00 Exposure Factor •• 0.60 Ground/Roof Conver'n Factor: 1.000 Design Snow Lor: t!:;ed : 25.00 PSF Thermal Factor Slope Reduct'n Factor: Slope Used 1.00 1.00 1.193 deg. Building Enclosure Type to be Used: Enclosed Input Wind Speed : 80 MPH Height Used : 17/3/4 PRIMARIES, PARTS AND PORTIONS: Primary Zone Strip Width= Gust Factor: 1.306 Importance Factor: 1.000 Slope Used : 1.193 degrees Not Applicable Parts and Portions Zone Strip Width= 10/0/0 [Least Horizontal Dimension= 160/0/0 ] Velocity Pressure (Calc) : 16.38 PSF = 0.00256 * ( 1.00 * 80.00)"2 * 1.000 Comb Height/Exposure/Gust Coef: 1.09 Basic Wind Pressure : 17.85 PSF Exposure Category : C "crr,•c�u,r* Varco-Pruden Buildings A United Dominion Company LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) x?w ?,R� ?:8 :'• S' :5`:'•:k:,S,,k,:::}:y:}} t;:}.$ v'::;ri<:3: r;}#;•..:y;:.:^}••:j: ;:f %#:# i? ::`,<: i; iii•`:°:% ii` `•.%: } .•• ': %S:i is $ r :ti%'?.::vP>%S`r"<:;::;;�'•• .y;' e ::tx;:},`:}: :;.; w.;. .:•;;:<,•:::::; n�;.::3.4?;r.':.,;;:}:.x[t•:;.:<•3:,:i::•`::;<:%i::;::<:::;:}::>t>:.::ri:}•5:><r::::,.;.;+;:%%:::f•::•:5?:�:}:;:<;;5:::$:>:;:r}:::;''•:.::- ';}: DATE: 9/96 TIME: . .:7 PAGE: a -1104 2113 1 • .tical Fac.: ) S A%4Y.4:44 r rrt}�{••$. . s. il Comp Type > EXTERNAL WIND COEFFICIENTS - MAIN FRAMING and BRACING <- Wind Load -- Windward--- --- Leeward--- Min Max Zone Case Column Rafter Rafter Column Slope Slope Frames All Zones Wind 1 0.80 0.70 0.70 0.50 0.00 9.5 Frames All Zones Wind 2 -0.70 0.70 0.70 0.70 0.00 90.0 Bracing All Zones Wind 1 0.80 0.00 0.00 0.50 0.00 9999.0 Porosity Cond Enclosed Enclosed Enclosed =_=> INTERNAL WIND PRESSURE COEFFICIENTS - MAIN FRAMING <------ Load -- Windward--- --- Leeward--- Min Max Case Column Rafter Rafter Column Slope Slope Wind 1 0.00 0.00 0.00 0.00 0.00 90.00 Wind 2 0.00 0.00 0.00 0.00 0.00 90.00 Wind 3 0.00 0.00 0.00 0.00 0.00 90.00 Min Max H/W H/W 0.0 9999.0 0.0 9999.0 0.0 9999.0 =-=> EXTERNAL WIND COEFFICIENTS - PARTS AND PORTIONS <=- Cp = C * log(A) + K Bldg Wind Load A (sq.ft.) Min Max Max Typical Example Portion Zone Case K C Min Max Slope Slope Ht. A Cp Roofs All Zones Wind 1 -1.300 0.000 0 10 0.0 9.5 10 1.30 Roofs All Zones Wind 1 -1.600 0.300 10 100 0.0 9.5 100 00 Roofs All Zones Wind 1 -1.000 0.000 100 1000 0.0 9.5 600 .00 Roofs Alt Zones Wind 1 -0.700 0.000 1000 - - - 0.0 9.5 -- 60C (0 Roofs Corner Wind 2 -2.300 0.000 0 10 0.0 9.5 -- 10 '.30 Roofs Corner Wind 2 -3.100 0.800 10 100 0.0 9.5 -- 100 .50 Roofs Corner Wind 2 -1.500 0.000 100 1000 0.0 9.5 -- 600 .50 Roofs Corner Wind 2 -0.700 0.000 1000 - - - 0.0 9.5 600 1 70 Roofs Edge Strip Wind 2 -2.300 0.000 0 10 0.0 9.5 11. 30 Roofs Edge Strip Wind 2 -3.100 0.800 10 100 0.0 9.5 100 1.50 Roofs Edge Strip Wind 2 -1.500 0.000 100 1000 0.0 9.5 600 .50 Roofs Edge Strip Wind 2 -0.700 0.000 1000 - - - 0.0 9.5 60U +.70 Roofs Interior Wind 2 0.000 0.000 0 - - - 0.0 9.5 600 .00 Overhangs All Zones Wind 1 -2.800 0.000 0 10 0.0 9.5 11vG Overhangs All Zones Wind 1 -3.600 0.800 10 100 0.0 9.5 100 ..00 Overhangs All Zones Wind 1 -2.000 0.000 100 1000 0.0 9.5 600 -2.00 Overhangs All Zones Wind 1 -1.200 0.000 1000 - - - 0.0 9.5 600 1.20 Walls All Zones Wind 1 -1.200 0.000 0 10 0.0 90.0 10 `.20 Walls All Zones Wind 1 -1.500 0.300 10 100 0.0 90.0 100 .'.90 Watts All Zones Wind 1 -0.900 0.000 100 1000 0.0 90.0 600 •.90 Walls All Zones Wind 1 -0.800 0.000 1000 - - - 0.0 90.0 600 ;.80 Walls All Zones Wind 2 1.200 0.000 0 10 0.0 90.0 10 1.20 Walls All Zones Wind 2 1.500 -0.300 10 100 0.0 90.0 100 1.90 Walls All Zones Wind 2 0.900 0.000 100 1000 0.0 90.0 600 1.90 Walls Alt Zones Wind 2 0.800 0.000 1000 - - - 0.0 90.0 600 '.80 Walls Exterior Wind 3 -1.500 0.000 0 10 0.0 90.0 10 •.50 Walls Exterior Wind 3 -1.800 0.300 10 100 0.0 90.0 100 -1.20 Walls Exterior Wind 3 -1.200 0.000 100 1000 0.0 90.0 600 -1.20 r Varco-Pruden Buildings A United Dominion Company LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: OS of 104 (2113,13 (Optical Facility) L;?}::;:;::;?}:?;:}:+:;SL S:>.5:4}:Y:.}>•.}':'£•fk4:.. •}r:4: •.;•..,.;4.%., � • •r :4v:. :::,>.,i+":i •Y:;:::, '•.+N.`4ixi.•.:i..r.> 't:{?i?'L`<O �:i'i`,?:. •... .. :vY.:;:•: vF M1Lv�...: .:4:v.v }:,`.%%• . F.:}.v:b .R.. .. Y•.:>"}':..... 4+ .v.. . Y? . ..{... v'• Q ??ih. ::�+fr?i4Y•}'i+v k. q.{.,n:. 4,LS}+?. .•Fi?:4: + .:.. N?4�1 yr:: S} : ... r..{•%i'•:'•};•: rL}i::{iiia:. ? Y .v.� i>.•'.•±::•Rt?v: }....... },............ 71i1. yam: .... n\:{...: n•::.v:S•: .5 ,.�r... .::nrJi'v. n. }.Yv..:.vv nr..�: i•r.•4.:>.......:.. +........:v v.. •}':'{:.;.jyS:f,•,:?v4 v: :?i'?i:i4:4Jr.; .;?. :.t: }}:'v: L:}�S:�+j}i.,Y:.: S: ., .�+.v.v.........::........ T.. r...?.......:...)...... r:. ,.........t r.. r...,, 1..:............. )•............ .::;L.}:;.: t..,...:.... Walls Exterior Wind 3 -0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 -0.80 Walls Interior Wind 3 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Walls Exterior Wind 4 1.200 0.000 0 10 0.0 90.0 -- -- 10 1.20 Walls Exterior Wind 4 1.500 -0.300 10 100 0.0 90.0 -- -- 100 0.90 Walls Exterior Wind 4 0.900 0.000 100 1000 0.0 90.0 -- -- 600 0.90 Walls Exterior Wind 4 0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 0.80 Walls Interior Wind 4 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Seismic Zone 3 Importance Factor: 1.000 Zone Factor : 0.300 K (or C) Value : 2.750 % of Snow Load Used: 0.0 % , Moment Resisting Elements: CS (or 1/Rw) Value: 0.167 Vertical Resisting Elements: CS (or 1/Rw) Value: 0.125 Plane Total Wt. Seismic Load Name Used Frame Bracing ROOF1 14.630 PSF 2.012 PSF 1.509 PSF ROOF2 14.630 PSF 2.012 PSF 1.509 PSF EAST2 1.800 PSF 0.248 PSF 0.186 PSF EAST3 1.800 PSF 0.248 PSF 0.186 PSF . SOUTH2 1.800 PSF 0.248 PSF 0.186 PSF EAST4 1.800 PSF 0.248 PSF 0.186 PSF SOUTH3 1.800 PSF 0.248 PSF 0.186 PSF WEST3 1.800 PSF 0.248 PSF 0.186 PSF WEST4 1.800 PSF 0.248 PSF 0.186 PSF N0RTH3 1.800 PSF 0.248 PSF 0.186 PSF :.•rY: •.,'. ••:. J::.v.v.:•l.•: }:.�;;::: •:: n: :•.vr.•.,•n•: •:.:i:•w: •r.L•: h•}:• N x• gigi::+v:::::::x•:}:::::•:::::v?v:}•L•:.4:.v:: :•: •:: nvv.:;;:.; ..L.\,�.:i•:::.w.vrv::•}n:v.4},,v •::::::: n•n?v: n.}'.,v ::: }:}:: }:: :•: ;; }}:::::.,.. n.: },.: v;: rv.r,. :....1 :•): •:::::..... �{�y�`�� Ly.ry,�,,� 1,{i�i4}::;:;{:}:Cp:A:�\•:•:$.,:..w:r:}::.w...::::::::}v..v:::::r::::.v:4:.+.}i.nr•:isC:•':}i::t:w:::::::::.v::r.v}:•:�}ut}}nt?n•::^.: !::>. \:�r}}v::::: ):.:v:,....: iJlhtM'ic1TAA[1:3tf'a'J.S'!1\17�i{to{W�vr,:iiRRi�iO�....... ..., ........�.n.............................�........................:..:...,................. ,.. ..,:..:..; .... e.... .....................:.. FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collet Gray + 1.00 Live 2 (1.000) 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 4 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Left 5 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 6 (1.333) 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Seismic Right 7 (1.333) 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Seismic Left 8 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind 1 Right 9 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind 1 Left 10 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind 11 Ridge Varco-Pruden Buildings A United Dominion Company •��'INAfiIONS>.,.;:.fir . c LOADING REPORT DATE: 09/19/96 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:17 (VP Quote No.: TQ960918191317) PAGE: 06 of 104 (VP Order No.: ) 12113.11 (ORtical Facility) 11 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind 1 Right 12 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind 1 Left 13 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind POSTS: 14 (1.333) 1.00 Wind 1 Right 15 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 2 Left 3 (1.333) 1.00 Wind 3 Right 4 (1.333) 1.00 Wind 4 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 1.00 Seismic Right 4 (1.333) 1.00 Seismic Left Ridge PLN PLN PLN LOADLOAD START/END X -f:...!:0 Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD IO TYPE NAME TYPE CASE LD MAGNITUDE Lf, LOCN LOCN Frm Brc Grt Prl Pill CODE DIR LOCN 8 ROOF ROOF1 Line Ld Dead Weight 32.00 plf 1; 40 0/0/0 16/4/0 YNNNN No -Z FO 32.00 plf 1' . /0 79/11/13 18/0/0 9 ROOF ROOF2 Line Ld Dead Weight 32.00 plf 0/0/0 80/0/0 18/0/0 YNNNN No -Z FO 32.00 plf 230/0/0 80/0/0 18/0/0 9 ROOF ROOF2 Point Ld Dead Weight 1150.00 p 49/0/0 124/5/14 17/0/14 Y N N N N No •Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1020.00 p 49/0/0 116/5/14 17/2/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Id Dead Weight 900.00 p 49/0/0 109/3/15 17/4/11 'i it N N N Nu -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 780.00 p 49/0/0 102/0/15 17/6/8 ¥ (4 N (4 (4 No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 640.00 p 49/0/0 93/11/15 17/8/8 YNNNN No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1130.00 p 55/11/0 124/5/14 17/0/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1000.00 p 55/11/0 116/5/14 17/2/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 880.00 p 55/11/0 109/3/15 17/4/11 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 770.00 p 55/11/0 102/0/15 17/6/8 Y (4 (4 (4 (4 No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 630.00 p 55/11/0 93/11/15 17/8/8 ¥ (4 (4 (4 N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1150.00 p 176/1/0 124/5/14 17/0/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1020.00 p 176/1/0 116/5/14 17/2/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 900.00 p 176/1/0 109/3/15 17/4/11 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 780.00 p 176/1/0 102/0/15 17/6/8 YNNNN No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 640.00 p 176/1/0 93/11/15 17/8/8 YNNNN No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1130.00 p 183/0/0 124/5/14 17/0/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 1000.00 p 18;/0/0 116/5/14 17/2/14 Y N N N N No -Z FO 9 ROOF ROOF2 Point Ld Dead Weight 880.00 p 183/0/0 109/3/15 17/4/11 Y N N N N No -Z FO Varco-Pruden Buildings A United Dominion Company PLN PLN ID TYPE 9 9 8 8 8 8 9 9 9 9 9 9 9 9 8 8 8 8 8 8 8 18 8 8 8 8 8 8 8 8 9 9 0 9 9 9 9 9 9 9 9 9 ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF PLN NAME ROOF2 ROOF2 ROOF1 R00F1 ROOF1 ROOF1 ROOF2 R00F2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 LOAD TYPE Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Point Ld Tapered 9 ROOF ROOF2 Tapered LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 07 of 104 2113 1 1 . 'cal Facili •:::>J:pJ:;<c:J:•J:<•iJi:iiJ::%•i iii:;•;; ::i: i:iJ:....: ........ �::::::: ;:�;:t:: .:: wi .:. 4 3 ::•iJJJ:L•J:p:•J:v+p'.J:•;;•iiiJ:<••JJJ:{.TJJ:•}......Ji:•JiJ}. i:i•J:<L•JJ::p'.tiiii$iiiY.� :<•{i'p:•:� :....:...: .. .. ..... � .. •f ... ..:'•::.�..;..:c;::;:«:::S;;t:•:<t<::t;:•J:J.................................,.:+.:<;�•.:+.::.:..J,pit.<.,;:,;::..:...�i....v.l•;J:... LOAD CASE START/END X-COORD LD MAGNITUDE LOCN ANASAwe Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD LOCN LOCN Frm Brc Grt Pr( Pnl CODE DIR LOCN Dead Weight 770.00 p Dead Weight 630.00 p Seismic Right 9.40 k Seismic Left 9.40 k Wind 1 Right 6.90 k Wind 1 Left 4.30 k Seismic Right 9.40 k Seismic Right 9.40 k Seismic Left 9.40 k Seismic Left 9.40 k Wind 1 Right 4.30 k Wind 1 Right 4.30 k Wind 1 Left 6.90 k Wind 1 Left 6.90 k Seismic Right 9.40 k Seismic Left 9.40 k Wind 1 Right 6.90 k Wind 1 Left 4.30 k Seismic Right 9.40 k Seismic Right 9.40 k Seismic Right 9.40 k Seismic Left 9.40 k Seismic Left 9.40 k Seismic Left 9.40 k Wind 1 Right 6.90 k Wind 1 Right 6.90 k Wind 1 Right 6.90 k Wind 1 Left 4.30 k Wind 1 Left 4.30 k Wind 1 Left 4.30 k Seismic Right 9.40 k Seismic Right 9.40 k Seismic Right 9.40 k Seismic Left 9.40 k Seismic Left 9.40 k Seismic Left 9.40 k Wind 1 Right 4.30 k Wind 1 Right 4.30 k Wind 1 Right 4.30 k Wind 1 Left 6.90 k Wind 1 Left 6.90 k Wind 1 Left 6.90 k Snow 50.00 psf 50.00 psf 0.00 psf 0.00 psf Snow 22.00 psf 22.00 psf 0.00 psf 0.00 psf 183/0/0 102/0/15 17/6/8 YNNNN No. -Z FO 183/0/0 93/11/15 17/8/8 YNNNN No -Z FO 39/0/0 1/0/0 16/4/4 YNNNN No +Y CL 39/0/0 1/0/0 16/4/4 YNNNN No -Y CL 39/0/0 1/0/0 16/4/4 YNNNN No +Y CL 39/0/0 1/0/0 16/4/4 YNNNN No -Y CL 39/0/0 135/0/0 16/10/4 Y N N N N No +Y CL 77/0/0 135/0/0 16/10/4 Y N N N N No +Y CL 39/0/0 135/0/0 16/10/4 Y N N N N No -Y CL 77/0/0 135/0/0 16/10/4 Y N N N N No -Y CL 39/0/0 135/0/0 16/10/4 Y N N N N No +Y CL 71/0/0 135/0/0 16/10/4 Y N N N N No +Y CL 39/0/0 135/0/0 , 16/10/4 Y N N N N No -Y CL 77/0/0 135/0/0 16/10/4 Y N N N N No -Y CL 77/0/0 1/0/0 16/4/4 YNNNN No +Y CL 77/0/0 1/0/0 16/4/4 YNNNN No -Y CL 77/0/0 1/0/0 16/4/4 YNNNN No +Y CL 77/0/0 1/0/0 16/4/4 YNNNN No -Y CL 115/0/0 1/0/0 16/4/4 YNNNN No +Y CL 153/0/0 1/0/0 16/4/4 YNNNN No +Y CL 191/0/0 1/0/0 16/4/4 YNNNN No +Y CL 115/0/0 1/0/0 16/4/4 YNNNN No -Y Ct 153/0/0 1/0/0 16/4/4 YNNNN No -Y CL 191/0/0 1/0/0 16/4/4 YNNNN No -Y CL 115/0/0 1/0/0 16/4/4 YNNNN No +Y CL 153/0/0 1/0/0 16/4/4 YNNNN No +Y CL 191/0/0 1/0/0 16/4/4 YNNNN No +Y CL 115/0/0 1/0/0 16/4/4 YNNNN No -Y CL 153/0/0 1/0/0 16/4/4 YNNNN No -Y CL 191/0/0 1/0/0 16/4/4 YNNNN No -Y CL 115/0/0 159/0/0 16/4/4 YNNNN No +Y CL 153/0/0 159/0/0 16/4/4 YNNNN No +Y CL 191/0/0 159/0/0 16/4/4 YNNNN No +Y CL 115/0/0 159/0/0 16/4/4 YNNNN No -Y CL 153/0/0 159/0/0 16/4/4 YNNNN Nu -'i CL 191/0/0 159/0/0 16/4/4 YNNNN No -Y CL 115/0/0 159/0/0 16/4/4 YNNNN No +Y CL 153/0/0 159/0/0 16/4/4 YNNNN No +Y CL 191/0/0 159/0/0 16/4/4 YNNNN No +Y CL 115/0/0 159/0/0 16/4/4 YNNNN No -Y CL 153/0/0 159/0/0 16/4/4 YNNNN No -Y CL 191/0/0 159/0/0 16/4/4 YNNNN No -Y CL 0/0/0 80/0/0 18/0/0 YNNNY No -Z FO 0/0/0 117/11/14 17/2/8 10/9/10 117/11/14 17/2/8 10/9/10 80/0/0 18/0/0 0/0/0 117/11/14 17/2/8 YNNNY No -L FO 0/0/0 133/7/1 16/10/10 4/9/10 133/7/1 16/10/10 4/9/10 117/11/14 17/2/8 t c Varco-Pruden Buildings A United Dominion Company LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) PNo.: Order ) 2113 1 DATE: 09/19/96 TIME: 23:17 PAGE'ca: l Facil08i of 104 • . :$hAf;:;;:•:ir,.°'Y,•::;::;<.:.•yti3::v:'.':;'8.4;:;4::::;e;::;::.5�`iy?r r��.•::?;tY`�;Y:;:.Y 't;;:;:Cs:;+::?,>,>.`k,`.`?} 1310fft;:. • U1LMAn►s PLN PLN PLN LOAD ID TYPE NAME TYPE 9 ROOF ROOF2 Tapered • LOAD CASE Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 8 ROOF ROOF1 Tapered Snow 8 ROOF ROOF1 Tapered Snow. 8 ROOF ROOF1 Tapered Snow 8 ROOF ROOF1 Tapered Snow 8 ROOF ROOF1 Tapered Snow 8 ROOF ROOF1 Tapered Snow START/END X-COORD Y-COORD Z-CO0RD LD MAGNITUDE LOCN LOCN LOCN 22.00 psf 0/0/0 135/11/14 16/10/0 22.00 psf 63/0/0 135/11/14 16/10/0 0.00 psf 63/0/0 131/2/4 16/11/3 0.00 psf 0/0/0 131/2/4 16/11/3 9.00 psf 63/0/0 135/11/14 16/10/0 9.00 psf 94/0/0 135/11/14 16/10/0 0.00 psf 94/0/0 133/11/14 16/10/8 0.00 psf 63/0/0 133/11/14 16/10/8 43.00 psf 94/0/0 135/11/14 16/10/0 43.00 psf 94/0/0 155/4/10 16/5/2 0.00 psf 103/2/6 155/4/10 16/5/2 0.00 psf 103/2/6 135/11/14 16/10/0 43.00 psf 94/0/0 159/11/13 16/4/0 43.00 psf 194/0/0 159/11/13 16/4/0 0.00 psf 194/0/0 150/9/7 16/6/5 0.00 psf 94/0/0 150/9/7 16/6/5 7.00 psf 194/0/0 159/11/13 16/4/0 7.00 psf 230/0/0 159/11/13 16/4/0 0.00 psf 230/0/0 158/5/13 16/4/6 0.00 psf 194/0/0 158/5/13 16/4/6 7.00 psf 230/0/0 159/11/13 16/4/0 7.00 psf 230/0/0 135/11/14 16/10/0 0.00 psf 228/6/0 135/11/14 16/10/0 0.00 psf 228/6/0 159/11/13 16/4/0 50.00 psf 230/0/0 135/11/14 16/10/0 50.00 psf 230/0/0 80/0/0 18/0/0 0.00 psf 219/2/6 80/0/0 18/0/0 0.00 psf 219/2/6 135/11/14 16/10/0 50.00 psf 230/0/0 79/11/13 18/0/0 50.00 psf 230/0/0 20/11/15 16/9/4 0.00 psf 219/2/6 20/11/15 16/9/4 0.00 psf 219/2/6 79/11/13 18/0/0 7.00 psf 230/0/0 20/11/15 16/9/4 7.00 psf 230/0/0 0/0/0 16/4/0 0.00 pbf 228/6/0 0/0/0 16/4/0 0.00 psf 228/6/0 20/11/15 16/9/4 7.00 psf 230/0/0 0/0/0 16/4/0 7.00 psf 230/0/0 1/6/0 16/4/6 0.00 psf 191/0/0 1/6/0 16/4/6 0.00 psf 191/0/0 0/0/0 16/4/0 43.00 psf 191/0/0 0/0/0 16/4/0 43.00 psf 115/0/0 0/0/0 16/4/0 0.00 psf 115/0/0 9/2/6 16/6/5 0.00 psf 191/0/0 9/2/6 16/6/5 22.00 psf 115/0/0 0/0/0 16/4/0 22.00 psf 2/4/13 0/0/0 16/4/0 0.00 psf 2/4/13 4/9/10 16/5/3 0.00 psf 115/0/0 4/9/10 16/5/3 22.00 psf 0/0/0 0/0/0 16/4/0 22.00 psf 4/9/10 0/0/0 16/4/0 -LOAD APPLICATION- SPT LOAD Frm Brc Grt Prt Pnt CODE DIR YNNNY No -Z LOAD LOCN FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO Varto-Pruden Buildings A United Dominion Company LOADING REPORT (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 09 of 104 L2113,11 (Optical Facility) 010,f : a •`•: ::.+Y >: ..... 1 ."..... •.?%`^<h0:' J3t : ?*'>' ' �s.'.C�?f F'4'?Si.}C PLN PLN PLN LOAD ID TYPE NAME TYPE LOAD START/END X-COORD Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD CASE LD MAGNITUDE LOCN LOCN LOCN Frm Brc Grt Prt Pnt CODE DIR LOCN 8 ROOF R00F1 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF2 Tapered Snow 9 ROOF ROOF? Tapered Snow 9 ROOF ROOF Tapered Snow 9 ROOF ROOF2 Tapered Snow 0.00 psf 0.00 psf 50.00 psf 50.00 psf 0.00 psf 0.00 psf 0.00 psf 0.00 psf 48.00 psf 48.00 psf. 48.00 psf 48.00 psf 0.00 psf 0.00 psf 0.00 psf 0.00 psf 48.00 psf 48.00 psf 48.00 psf 48.00 psf 0.00 psf 0.00 osf 48.00 psf 48.00 psf 0.00 psf 0.00 psf 0.00 psf 0.00 psf 48.00 psf 48.00 psf 48.00 psf 48.00 psf 0.00 psf 0.00 psf 4/9/10 0/0/0 0/0/0 0/0/0 10/9/10 10/9/10 38/6/0 38/6/0 48/10/13 48/10/13 55/10/13 55/10/13 66/3/10 66/3/10 165/8/6 165/8/6 176/1/3 176/1/3 183/1/3 183/1/3 193/6/0 193/6/0 38/6/0 38/6/0 66/3/10 66/3/10 165/8/6 193/6/0 193/6/0 165/8/6 165/8/6 193/6/0 193/6/0 165/8/6 49/11/14 49/11/14 49/11/14 79/11/13 79/11/13 49/11/14 123/1/1 92/7/2 92/7/2 123/1/1 123/1/1 92/7/2 92/7/2 123/1/1 123/1/1 92/7/2 92/7/2 123/1/1 123/1/1 92/7/2 92/7/2 123/1/1 92/7/2 82/2/6 82/2/6 92/7/2 133/5/14 133/5/14 123/1/1 123/1/1 92/7/2 92/7/2 82/2/6 82/2/6 17/4/8 17/4/8 17/4/8 18/0/0 18/0/0 17/4/8 17/1/4 17/8/14 17/8/14 17/1/4 17/1/4 17/8/14 17/8/14 ' 17/1/4 17/1/4 17/8/14 17/8/14 17/1/4 17/1/4 17/8/14 17/8/14 17/1/4 17/8/14 17/11/7 17/11/7 17/8/14 16/10/10 16/10/10 17/1/4 17/1/4 17/8/14 17/8/14 17/11/7 17/11/7 YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO YNNNY No -Z FO Vii*Sit'AXII.C3ittIcealawcasa Varco-Pruden Buildings A United Dominion Company (Project Name: 4485-1PriceContico-Tukwila,WA) TIME: 23:17 (VP Quote No.: TQ9647511)811991131.7) PAGE: 10 of 104 (VP Order No.: ) 12113,1] (Optical Facility) :i)0iCi\idfPglkir—"nNOia annegineragnitaMivl. AsEAUS.:IfiiigniZiskirtigeniVii,,atifili..............4.4kVESSINA VI LOADING REPORT DATE: 09/19/96 0 to t cu • 7 136.-0" i'-6" 37'-6" 38 18, -6" i9-6 30'-O" 37.-6 .• •• o . 1 vin nj • ? m ri • m I . N m • T iii CY 0 . • .r1 m ma a 0 .• h m m . in- II .. N. in .1- T ID CU a 0 •••• ri. x ? . m m • m I . N m 'co al • 0 * cri o i in cu t 7 ill 01 .7 41 m . "na cu 1 : CV iv • ? . en cri O 6 CV . 1 m m CO in crt • 0 1 • o m "? 6 CU . 7 . m m CD 1 tn 01 23V-0" 4 1 0 0 v71 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) vRj•�ii,� . FC 5 5d n : ;aRnrafttqd .: a t , y Y N PROJECT REFERENCE ******* Project Name : 4485-PriceCostco-Tukwila,WA Customer Name: PriceCostco 94UBC - 1994 Uniform Building Code . DATE: 0919/6 TIIME: 2317 PAGE: 11of104 [2113,1 cORtical Facili/1 Roof Live Load Reduced Live Load Ground Snow Load Roof Snow Load = 20.00 Psf = No = 41.67 Psf = 25.00 Psf Wind Load Velocity = 80.00 Mph Wind Load Pressure = 17.85 Psf Wind Exposure Category = C Seismic Zone =3 Building Use Category = 4 Add'l Gravity Collateral = 8.00 Psf Add'l Uplift Collateral = 0.00 Psf (User Imposed Loads) Distance to Coast Bldg Enclosure Category Bldg Base Elevation Snow Exposure Category Thermal Category Snow Load % for Seismic Built-up Plate Spec. Cold -Form Gage Spec. = 0 Miles = Enclosed = 0/0/0 =1 =1 = 0.0 = 89AISC = 89AIS1 `r5<;:':>ti:k:::''3Y2'•?+.is??i`2:>'::%fs�;':s2?22 %:::':::<:?G; uEKYLitENGS'��`:>?;ss<':<<?<«<<�<��<s<>::;:.;>::•>::z:<::<.:>:•>:•;::.;:;:•;;.;+:.;::;;.;,tt.:;;::«;.;:.;:<:.::.:>•>:.:.:.::.,:�:;<.>:;.;;:«.;+>,•;•;:�x:::::::.:::::.;:tt.;:::•;::<::«.:>' ':::• :r>r 36» COVERAGE »" tYo c.,100TH 1 1 1 Yr. - r EXTERIOR III SURFACE TOP OF RIB IN COMPRESSION ROOF PNL BEARING EDGE (ROOF PNLS ONLY) TOP OF RIB IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (114.3) IX (IN.4) SX (114.3) 26 0.0184 0.0332 0.0367 0.0368 0.0454 24 0.0220 0.0417 0.0475 0.0444 0.0555 22 0.0273 0.0547 0.0575 0.0559 0.0628 PANEL RIB ROOF & WALL PANELS (PR) FACTORY APPUED SEALANT -12 j'- 24» COVERAGE �- .MOOTH EXTERIOR / SURFACE TOP OF RIB IN TOP OF RIO COMPRESSION IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD CAGE THICKNESS IX (114.4) SX (IN.3) IX (IN.4) SX (IN.3) I 24 j 0.0220 1 0.2510 I 0.1143 I 0.1242 I 0.0815 STANDING SEAM ROOF PANELS (SSR) • C Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 12 of 104 2113.11 (Optical Facilitvl ....................... ::.�:.:,•:::::•:::::::::.•.}:.}}}.>:.}:rt.}::?.:t::}:;?.::?tt4;:?.:�:?.}.•}:}:}}}:4+}:is?..}.•.<'::::,.:••i.:•.}:{:,..Y,;;:.r::.:.:}}}::}}}::.}..;.{.;..,:::.:4:.,:::.,.:•::::rr-,:..,�:}•«{,.;..;..:.,•.,..;. ..,:,:r . •:.:::: 4.,::.; .;. k . ...v, +fa}:•v::•}: •:�,•�} ' •:•RC•.•::•.v:4::}:}••:•+::..•.:?•:4.1. •:{.c:'f.T.,,?.,{ v:.;{{ cL.,},n,.:.,. •:;: "• ,:.F.•::, i:l{., ^;y. lf,. x,. :: \O}. }..; .,, .�{{;i.'•:;:?}:. .}4; lv :r: :\:l.,..{ ..•�4 +. Y, 'n�+.hv.}, ♦r } .R i'>.f'�t {,$�4,:�+�✓!?:f{ ;: ...}. #3 ,r.� : {,.}},:''4 :.f . .:J:{: •:2'•Gi}':o. • •..1:': �.4. >•}:`..: � Ar •:u''.�}.',., . yi.,:..�7. ;i>zexai>�>}� :}��*'�:. ' nY . nv}?'.h.v n,{ ::i?C�:i�}:+.;:.. v..C•.4:{.:.1 ,•C . , f..}f.,....4.<r. � {:4:.:i:nA:......�+.+4�T..... x.�}.{. �?..e:�w.2�:'.';:; L"�rRI��K�Ftt7?i::::{::::;:tiv::}.... ,... ..n.Y. ..:,• Z...sh....{.x}.... "� ..v.v.........v.....:4..:Y:}.Y..............:.,:dii{............. {........>n.Y?3.: }.::.:...vv:.v.n:. Roof and Wall Coverings for VARCO-PRUDEN BUILDINGS are designed for environmental loads, such as Wind Loads, Live Loads, and Snow Loads, including Snow Drift loads due to Roof Haight Changes . .::.::::. ..:..::..:: .(x�»>Aim:w�►r�t:.coitlirx�s:::�:::>:<::<::::<r>::<:><:�::<::;?;<:<;;>:::<:;:::«;::...,:.::.:.....:.... .::::.::.::t.: Pln Pln Pln Panel Panel Fstnr Alla..r Ix Ix Sx Sx Unit Loads Cpsf] No. Type Name Type Gage Type Den.. Top Btm Top Btm Wind Live Dead Snow 8 Roof ROOF1 Standing Seam Roof 24 SS L/90.0 0.251 0.124 0.114 0.082 17.8 20.0 1.1 25.0 1�ret:I:aadkttk It •. c'ttt ... >:: Sgmt Load Application Load Start Start End End Stress I0 Comb. Factor Com nt w1(k/ft] distCft] w2Ck/ft] dist(ft] Factor 9( ER] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0220 0/0/0 0.0000 50/0/0 , 1.00 -0.0469 50/0/0 -0.0469 80/0/0 1.00 2 1.00 D. -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endi (0/0/0, 0/0/0, 16/4/0] end2 (0/0/0, 80/0/0, 18/0/0] - segment type => ROOF EDGE • design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending (k -in] Shear Web M -top M-btm Ck] CripplingCk] Actual 1.28 2.05 0.20 0.39 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.841 0.195 0.779 NOTE : Stress factors are applied to the actual loads, for Load information and edge widths refer to loading report. ':*'''N iiii• iii�SiiitLeA .......::....:.:::.:•::.:::.::.:......,...::.:.::.:.:..::...:........::::.:.:.:..:............:...::..,.:..... iigigiiiiiiiiiiiiiigagla Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] distCft] w2Ck/ft] dist(ft] Factor 23C EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0001 0/0/0 0.0000 4/9/10 1.00 -0.0220 0/0/0 0.0000 50/0/0 1.00 -0.0431 50/0/0 -0.0431 80/0/0 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1,33 1.00 <W2 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwi a,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 13 of 104 113.11 (Oatical Facility) Warr .:I:a •.:.:,:.ii.:{iFiNwS+`f g .4 ::..ri:;^':cf{:..4•.$.::.r•,):. ::•::' '•" ^f ?...} x ; u. .4 ,; lair..........3.?C'hh::: ?8Yry ....:...:...•i^::•}:J{i):•:vY)Y:4}y+6••}:!))Y Y?:•)....... rv:: nv:: v ::.-........ w;;....,?..............................:.............. v:.Z;rtriY':�:.i•::�iY::�: is ?.iri:!::.};•is !.}vr..:,Y :•.. ......... r:.)i::+.:!Si:}4:!Y•:i :•}Y.{•x: r:::: v^:v)v::,'!•i'•:4 •vx).: •Y?^:•.::v}:-0ii;4'{J :):?•: Y;•}:•)••::;ri.CY;?:4)i'•'r.{•'f.!:?i)?vi.}•'!.i}!:':4:::: 'TYv'i:ti?^:i%i' � ! r... Yi:>::Y::::!Y'vi ..... .n ... �: •nv. .•.. ....:..... .w ::v:.{•:'Y:•:{{; ? { mY?:'•:YY'.}+,� 'l'•� ::� :••;):4{}:{i$i?4;}; :�i"!v v?::;r:{ :}'i:�i$'�: $`;F,. yyyy..�� .r,n v: 'JCfv }Y.$•: •. ::: ){,::::?::: $}:::.vv!.,.... r- v:.O::::}W::rr:):.r:::::�:...fr.•r.v�n:vr::.•.?,Ch+�y'�f?:.Y}.�:::}.i}iY:'{±i.i<�Y !?..A::::: .: ..•,. r. ::.k .: .. .. .: OR!•i�r.;.};^: }:.::}.?.::•:;ay;:??{!•::..n v:�}.....n:4....::...n........................1:v:.:Y:v..................................................n..v........................ n.:... .....•. :..:.,T!?!:!:?.:: vY:::v} �i:�:�i$ Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1(k/ft) dist[ft] w2[k/ft] dist[ft] Factor 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endl C1/6/0, 0/0/0, 16/4/0] end2 C1/6/0, 80/0/0. 18/0/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web , M -top M-btm [k] Crippling[k] Actual 1.28 2.06 0.19 0.37 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.843 0.184 0.738 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. mm1:� {,}Y•:.; .:::::}:•::::.Y:.::"'n.i•Yi.v:"":.ti;^. v.: ^•}^.})^?i••."ii:'. i?.:v:,!' is i}':5�}:•R;?.:vn, "tttc:;.;;.;:$Y::;:?{•Y:;c;!;:•::!;};:;;Y};:�:$;;R•:J�:':.?::.'•$:•:::�:,:::::::::::r:;::::::•:�S;r:o- Y:�>R}.::;;::%?%z::........ c.:•:s:.?aR,oP::{??.YY:::aR:•;::5:•;:::i.>.:$;•::E�::;$:::•}:a::<:sct•))}•:Y::Y:.;;;.:.: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wt[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 28C EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0220 0/0/0 0.0000 4/9/10 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF1 plane : - segment location => endl [39/0/0, 0/0/0, 16/4/0] end2 [39/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL This design applies also to the segments at the following locations : - endl [77/0/0, 0/0/0, 16/4/0) end2 (77/0/0, 80/0/0, 18/0/0] - endl [95/6/0, 0/0/0, 16/4/0] end2 [95/6/0, 80/0/0, 18/0/0] design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm Ck] Crippling[k] Actual 1.28 2.05 0.13 0.25 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.841 0.125 0.494 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco•Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 14 of 104 2113,11 (Ovtica1 Facility) •.\•:y:::: ni••iYY::{q'{•i:SYl:�{�?i•Y. . .:tii{3w:•'{•iY'{.:r ti•?+•: •i'•ii+i: �:4:'^'vi'•f f{.Yn}ynv:�::•. . Y Y:{•:t•:it+.i•Y::•ii>x,+:� ::.i:x•:1.., : }} ��JJYY�� .: <Yrt';;tr.....,• •: r ...:.. h r::: •:::.:r.. k:r :••:'ty`i'jYii:Lti:ti f'G:. •:t. .5.. •: Y •Y::.� :..:..,;:,{.::::::':>t::.:: .,, �:{ •.'�: ;.e:F . :t:l.; '{.t•Yt::•.x ;• :{t: •:y`.r.1:: « : •>:: ...5},.t .f., r ..•:lr: R•.�.!t.......,..?, r. t...:....a.::.:.. c:';�ri .�r,�{:. ;r... �!•:: ••:`. :�'. .::o +� ��{ Y,: {.t.:•.,>"y. r,. u`:3.... r: {: ;:;:Y•;........ ...'w, . .: o. :. tk.::>�:.. :i7i1• r r.•!4. ...2•.r .t�. ,... yr a ., ....{.: ••.L..: r..v.��'.. ., n..... ..K ... .. .,.. 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Cv::1.. ..,::: r.v:::+.: r:.....{..,.......tw:::::::::}.. .. p;:•{:! :,:•: ny}•: +i'•ii:{. :!•'I.4'iv.! \.., . {.......... ..5.,,.. . n\T.k. ..: /., n....:.• �// 3>::Y r.lr.;{S.{{{{.,vr. v:::. •. ::•: $..;; ...; i ........ ..v...:v: r: 4.:v:!•..: v:: .: ... :Y:.vnx3,»:: •'!.... v, v +:•:!.v3'{...... . ,!{ .Av. . { :'j': . ....:r... v.. n......:.Lv:W:::.... .........:... n....,:. xn{{v:{O:::nv. r: i.:•,..... ..v .......! n:;.h v.'•y:.wY•r.::....,,.v:::3 . .n.,:•:•:'>'. •r. n.v .:::.:::.kv..:�::.::::::::::,.:::::::,:•.,,:•::::...........::,:::•::::.:,::::,:,,.>:.:..>.::•::.:t:�,:...,,:,!Zri: :•::;:::: :::.,::.::{{:.:£::r.,:{.Y::`.:{!}s:..::{.;�{.t:;{.:,Y:{:r.:.\,,;.o�u vv.,.:.....:..r......f Y:{{r•{.:: ::5�1:.;. Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] dist[ft] w2(k/ft] dist[ft] Factor 38C EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0215 0/0/0 0.0000 9/2/6 1.00 -0.0110 0/0/0 0.0000 4/9/10 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF1 plane : - segment location => endl [115/0/0, 0/0/0, 16/4/0] end2 [115/0/,0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses V? Cowl M ,k...00 A S•v. r`t' E. C "f + 4-r Bending Ck-i n] Shear Web Ilite Gu•Tr6-4:. is A CAAJ; tt.Evr_ 2 M -too M-btm [k] Crippling[k] Actual 1.28 2.50 0.16 0.30 DI.A/��A, , - OV-, /t90-ovEkSweES Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 1.025 0.152 0.607 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. *** Bending Overstress (ratio > 0.990, design modifications required) r{'aiel•. :<.:;•:: ':'i'#><<>`.'`:»>'<M>>n>>Mng>r<>s»s?'E<>s<>MENN'<NR:»> 'its;:::?;`:is<»>«><'•>«` Sgmt Load Application Load Start .Start End End Stress ID Comb. Factor Compnt w1Ck/ft] dist[ft] w2[k/ft] dist[ft] Factor 43C EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0430 0/0/0 0.0000 9/2/6 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF1 plane : - segment location => endl [153/0/0, 0/0/0, 16/4/0] end2 [153/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 16 of 104 2113,11 (Optical Facility) :::.v •:::::. � �..::::•:: :: r :::::::::., .... n • :.. :,... r.:......, .... r.... •:...; :..:.:.:::: .. <;,}}}}': ': {v::' ....•n,. ...... J ......... }.... } ....... r.{ .. . i n. :{t:ys.:..}}::.}y:: f• }:: .}. ; ..;. r;. .: n}.... ...J.. i.: ... .: ........r ... ...:•J,•. r/..:: •:::�r:n... •rr.:........: fr.F.h...... h:., ..:t,r..:. ..../{.M::: ^, y.0 ..;C:v.ryr.v•, •r.;r..}: n... �.rr%•• ..J..+.:.}:{v:{.v.}'•}:2/..:i:.?}{n, ... . ..^�i,>.:r' .•{ J,.,.. •.vf•:.v •: J:::::}.4.: x::.•: v::. :n;,••, 4:.:... „}v. .,\., .y:. •:. w: .:.QJ:�.:...r $:1•. � v{%{;}'{: " i.?.: .0+.qty, 'vr.J�S},:i}} ..N,•v. ::.}:{}C>{;:;.;{{:: {::; ...4.. :LT.{�n•A::}:•}}}}:':•: r:.. n.�. .�•r::. �}�I�v ,.2 . ..3�.. .. k..n v•J::v::+.•.,v:*:{C;{r.J:{•}J}y:J:�:•}:'y.:iJ?�;{}}+y}.}?{.0.: }:::.:::: r::.::.: .}{N..; �,.S:J$.. t' ..:......::::. •.:.....:v:v:�vw::nw:::::::}.•.,v::r:•::::Ji:vJ.•k{w:::::::y:::vv}:::.v�:;, }.n.:.: n.{:J.':J: .}:.r::::::•.............nq::....... f.... .. EMMEEEMON Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor - segment location => endl [228/6/0, 0/0/0, 16/4/07 end2 [228/6/0, 80/0/0, 18/0/0) - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Crippling[k] Actual 1.28 1.95 0.19 0.37 Allow. 3.42 2.44 1.03 0.50 , Ratio 0.374 0.797 0.184 0.738 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ................. :.:::•:Y3ielloti�.:.,,..'•;�;,.;?:;::``.:;?::'<�:>:`;:<:??:<'::><:�<#:;:>�%:><::?<:;;�[>>�`i�ii`.ii<':><i'>�;>i:>;;<<?;<><<;>i':<>>;;><i:�:; s` 3 ig i # i iii# it> '>' iiii;iti'0 , Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 18[ ER] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0469 21/0/0 -0.0469 80/0/0 1.00 -0.0039 0/0/0 -0.0039 21/0/0 1.00 -0.0069 0/0/0 -0.0069 1/6/0 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endl [230/0/0, 80/0/0, 18/0/0] end2 [230/0/0, 0/0/0, 16/4/0] - segment type => ROOF EDGE design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm Ek] Crippling[k] Actual 1.28 2.05 0.20 0.39 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.841 0.195 0.779 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 17 of 104 2113.11 (Optical Facilit .......::::.v::: �.: �:: n;i: v{^!.}}}'•: }}}: � i'• � 'vi'i^:: }s.Wi}: �}.}.: ? : rr: •.:+?: v }Y{{+}}y::}:ur i} '•} {:?.:h}}} :!h: r:: .:...: .{ :vv::: n..v w:: v:. �: ...i .v::h}}}: •. �::::.{. M :. F•.. .. { }....... . ::{:.:.::::..••::i}.�:::>:::::•::::::: :....::?+: vn .:..v•:w: ..... .. .... v:.,..�.{isi:i::^i).}':.......}:::.�....... :.,..7 v:. r.. ;r.•:..::. .4:}: }•:: v:nJ.v.... . •>'::+•i}:•. %':.+:. •v .v ?.... .. }.::: St i.; ..:.:h;: ?:!•,•: ,• •:.; ...; ,,{: vi.: v, . .; �.:/,. ,.fy.r++•+.>ir /4r}:.; r.:..}t.: }:•:h:.� :.: •�:.� :rm::: !:.: !.: r}.C:. ,rv.n }.::•ii: iiiii}:{.}:•:hi:^;.}•{'i:i::iint�iii^.:::::'�: i � //yy•����[[ ��.�, }�� �,,+^�� :. , ii: },}.:•ii:i?ti�i::jih}:;:; ..'. }............ $. i$?!::•!::<:.:2.., :....{::. i5 :::::..............:: rt?•n:.},...:..:F.••}r::.:!::::•::..... . W(%::R'Y�IJ2�Ll' �1 .i ::f,{}}..:.;x{0•: ^::: {.}:tt.^!?:}}•::::: •:nv::•y::.,v::::.,w:}:: ...�::: .............. r. ....... n................. r..::::: !... ... . Panel Actual vs. Allowable Stresses Bending Ck-in] Shear Web M -top M-btm Ck] CripplingCk] 9 Roof ROOF2 Standing Seam Roof 24 SS 1/90.0 0.251 0.124 0.114 0.082 17.8 20.0 • 1.1 25.0 ..:..::: }}:.::::..:.::•.:.:....:.:... . •. .• .. . .. ...... .. nya CA1t2 ' i i; Ei y; :'<'ili i ii is i i.iii E l : ; iii_:?; i ir:g? . , . . .14401i; Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] dist(ft] w2Ck/ft] distCft] Factor 8C ER] 1 1.00 D -0.0011 0/0/0 -0.0011 56/0/2 1.00 1.00 S -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0469 18/0/2 -0.0469 56/0/2 1.00 -0.0189 2/4/15 -0.0189 18/0/2 1.00 -0.0220 0/0/2 0.0000 4/9/12 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 56/0/2' 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib.l 3 1.00 D -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l 0.0410 10/0/0 0.0410 56/0/2 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => endi C0/0/0, 80/0/0, 18/0/0] end2 C0/0/0, 136/0/0, 16/10/0] - segment type => ROOF EDGE design spans 2/8/0 1/10/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending Ek -in] Shear Web M -top M-btm Ck] CripplingCk] Actual 1.28 2.15 0.20 0.40 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.882 0.196 0.798 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. i•::}tiLti::i;}}}}:}::i::i }iiYi: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] distCft] w2Ck/ft] distCft] Factor 24C EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.00 1.00 S -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0431 18/0/2 -0.0431 56/0/2 1.00 -0.0151 2/4/15 -0.0151 18/0/2 1.00 -0.0220 0/0/2 0.0000 4/9/12 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0410 10/0/0 0.0410 56/0/2 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF2 plane : Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 18 of 104 113 1 (Optical Facility) ,.;.;t;}+:t;.•,;:;t.;;...::.+:�::::.,x:::;+}}r:t":r: ti�;:.yx•�}:;.}::•:1111:�...;,..;..�.:t•}}:?ri;:t;:'ti;;':.ti:;}�}}';::tt:}:?•}.2}••::t;:f�yo••'•�; %;n•kC!�} 4ki++y�+;r tiS,+S,•:j:;".•Sr; 'i o r.,,.2' ;:e ti:�y ill oiW' >WA ` ". � '3,'::}.;\: !rr'; • art t;; ?n :: <?,•:',•,Y ` f'�z :: ; : :; >:S: } } :: ;:t•: ti•':•: r : ;:E:}ti? K.' '}t' k w :t.} G ` . 3 e.O. J ;;,ati n.::::::::::v:.}v:1..............................: •• .::::.t}}i:ti4: v.t::..•}:.::::::. r:.vr:1::•}:v : :.: .•v::::;. •..., 11{::.}:;J':'•iY.•}}:vi; ;.y.;y}'o:v+:}i'. .. .: ...... �+"'iii'i'r:• } n . :•':iii •!4:41:�i'; :{}j}ii �'i::>;tY•+i:'iii:v}�i::lii:ti:}}}};ij;:�;:;ii•:4}ii:}' ;ip:'i;::: 'v': . .. .. .. .. ..n ...: ............... ...................:..>.. ... :.r ......::1::.�nv: r: r::.•}.;; .........:::.}}}ir: v.•v •n ..+. . .�.: .: {.:: n•. �:.:... ...{.....; .:,. }nt:.:+.t! .,+C i5::::.r•;::�1;:i;;}:<`:Liiii�l.::.•,••::k:::.u,:}::.}}:.:....w..::..ti,!:4•::: t..: . Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wl[k/ft] dist[ft] w2[k/ft] dist[ft] Factor - segment location => endl [1/6/0, 80/0/0, 18/0/0] end2 [1/6/0, 136/0/0, 16/10/0] - segment type => INTERIOR PANEL design spans 2/8/0 1/10/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Crippling[k] Actual 1.28 2.05 0.19 0.38 • Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.840 0.186 0.757 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. .osdliig5epri Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wl[k/ft] dist[ft] w2Ek/ft] distCft] Factor 29[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 56/0/2 1.00 1.00 S -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0220 0/0/2 0.0000 4/9/12 1.00 -0.0024 12/10/15 -0.0024 43/4/15 1.00 -0.0411 43/4/15 -0.0411 53/9/12 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 <W2 6.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => endl [39/0/0, 80/0/0, 18/0/0] end2 [39/0/0, 136/0/0, 16/10/0] - segment type => IN1IIlI0R PANEL dasiy'rr apoim 2/3/0 1/10/1 5/0/0 5/0/0 5/0/0 5e0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5i0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [kl CripplingCk] Actual 1.28 2.13 0.20 0.38 Allow. 3.42 2.44 1.03 0.50 Ratio 0.375 0.873 0.190 0.765 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ...::.::.::,:...::•;::.>:.}.<}..:><.�•}.:<}<}..} >}><i>i:i.i::i>.i' :»:i:«>i:::<�i:i;i:::<:i>.s;i.•i.::i:>:r::;it:»>:s;ins:i1i.»:r:}n:::.>:.::;.:::::}}»:::}n::..}.}.}.;.;:}>.:•. .>..i..:.:.i..}....:.1..•:}..::.}.:...}.:..}..:.1..•.i..:.:. }.i.:.,::.i. .:}.:.::..:.i..•.:.ir.::.i.'.}.::.i..,...•.}..•>.:..:.:i ..;in:ti•••:.n.:.:..;r.}:.;1:i:}}:.:.::.» ::•:}: neoawis A in tenCM.:�::.;.>.:>. Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 34[ EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.00 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, W A) TQ960918191317) DATE: 09/19/96 TIME: 23:17 PAGE: 19 of 104 2113.11 (Optical Fan7ity' :v,v: n;:::v.•v:::•^}v :,}•t. n.:::: ::::::.i4.:..v: •?:,:n�x.}}iv: r.. v: '•:v;.v .: •.v:.,::: x::: r:..v :;i:\?i:ii:ii.'•''•}:•??:}5!{ii:ii: ?:•i'iti ? •:i •)?:i}:i }i:'i.?Y^:?::?:%$:'iii:;}}:n �'iiii i'i}s::'!>vf�.i:i'}:v "{+::ry !•}Y.•?::'??;}:?:??;+: v:.} aiii.:xr...n :..�nigin::::•:x;. •;:}'•.•:t}:.vn•:.•.v.!}w}• •:/n:nf T. r •: 9 $x /'•i } p} .��y .:ti %i...... r...4.....n....n......r.............. �.}}}:•i;{??i}:i.....::. .. \�:..: n... ./. ?•:.v.r, h.... .r yv,{i r.. !•r v.:{.; 4T.: ?:j•: v•..+!::. •:v:; •.,}} i!:i\'`::i' ^i:::J$:i:ii:vi�r }}+i4i}:Yw::: •::: •w:::%w.. r.. .: y � . ^'. > V.4R �¢•. �, .. :•6:.:.t•.v. n:•.: .. ...............: n.::::::.:�:r..::....... ... :,: .. rf.F,:... .y.,:S,{{.,.r'6Yty: n:!»a.: ...... .. .. .. .......... ::.::::': •.: •. ::. +.... ....... ...:: Y}::{?tv: n\v::::::? •:: �::::.:::: ^::::::::.:::: :�:: ?n :••: •.�::::.v::: •:: n•:: rru.:.}r.•:: .:. •:: r: �i :: •: }: ••... •?f�'. .x.Y.• yy :::.v.v;.,:.r::.v::::.;:::•,$'.....{,.v.':•::.v:?•Yx.v:xx:•::•::w:;rv:v::�:vx::r:::::.v::::::::.:^..:vw:}.v: :v:nv:: }r.::•::?:4?.,:v::... .. � ' .. \�. .,.;, .:.i.. ,.4..... F.. r...:.v: i. �. . %.K{•:}{:'. { :� {:i tip ..Y.....: r.... .. ..... .. .. } ::..:........v .... ... .., ?tv�:v}4•.:\ •.� .f.0...v i\{!%v+?•?!fj},... r .., Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w10:/ft) dist[ft] w2[k/ft] dist[ft] Factor 1.00 S -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0090 0/0/2 0.0000 2/0/2 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 WI) 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.l 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib.l 3 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF2 plane - segment location => endl [77/0/0, 80/0/0, 18/0/0] end2 [77/0/0, 136/0/0, 16/10/0] - segment type => INTERIOR PANEL design spans 2/8/0 1/10/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k - in] Shear Web M -top M-btm [k] Crippling[k] Actual 1.28 1.47 0.09 0.17 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 0.603 0.085 0.333 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. b• •:y;Ri ii:VY? ignilegt Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 59[ EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0360 4/7/6 -0.0360 24/0/3 1.00 -0.0430 0/0/3 0.0000 9/2/9 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 .:232 10/0/0 0.0232 .0 3G CY /U/1 1.33 W'i fiii Cuai.- 1.30 (imseci un i.i/' 'trio. 0.0232 24/0/1 0.0232 34/0/1 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 34/0/1 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 10/0/0 0.0410 24/0/1 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l 0.0410 24/0/1 0.0410 34/0/1 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF2 plane : - segment location => endl [95/6/0, 80/0/0, 18/0/0] end2 [95/6/0, 160/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Varco-Pruden %' Buildings 1A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 20 of 104 2113.11 (Octical Facili .Roovir.tvA0rrfa1.0::.:.,,:.:::n,...:rma..:,:::..................a...................an...u.......:...v.>....,.....?..:......................,...:<,......:.,.......:..::...:.. ><.,. Actual 1.28 2.92 0.18 0.36 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 1.199 0.178 0.722 NOTE : `,tress factors are applied to the actual loads, for load information and edge widths refer to loading report. *** Bending Overstress (ratio > 0.990, design modifications required) *** Actual deft. ( 0.40 in.) exceeds allowable ( 0.36 in.) for the 2/8/0 span nelL�bi.Stnalt:M:.::.:.::;,:::aA>'»«>><>s s»»O > » Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] dist[ft] w2Ck/ft] dist[ft] Factor 39[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0430 0/0/3 0.0000 9/2/9 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 , 1.33 Wind Coef.= 1.30 (based on 1.0' trib.j 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => endl [115/0/0, 80/0/0, 18/0/0] end2 [115/0/0, 160/0/0, 16/4/0] - segment type => INTERIOR PANEL This design applies also to the segments at the following locations : - endl [153/0/0, 80/0/0, 18/0/0] end2 [153/0/0, 160/0/0, 16/4/0] design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 /� V r t✓dz'V1 /h y,)JT) ,4CS,,c wt. E S 17144-rr Panel Actual vs. Allowable Stresses G. r` is h > r t -6,8741 Bending [k -in] Shear Web M -top M-btm [k] Cripplinq[k] "P/ E t- 1 N a ove- SrZ.43 S . °� Actual 1.28 2.92 0.18 0.36 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 1.199 0.178 0.717 :OTE . Strass factors are applied to the actual loads, for load information and edge widths refer Lo Luadiny repuri. *** Bending Overstress (ratio > 0.990, design modifications required) *** Actual defl. ( 0.40 in.) exceeds allowable ( 0.36 in.) for the 2/8/0 span 1. :giii :::::>::<:>: ` # >#»>::>:: ::>:::: «> :z:i> #:Ef'• si>: iigg '•::> 'E<•>>::>:: »i:`>#i? ::::>:::;`:: >:<:>:<:<. igi.i»>::: 3::»<::::»>:o <3i:.::»::>::::> <:><`:» «;: :::::: <:>;>::: <::a:::<:z:< :< i i Prar►c iso 1y Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2Ck/ft] dist[ft] Factor 49[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0430 0/0/3 0.0000 9/2/9 1.00 -0.0115 36/11/0 -0.0115 67/5/0 1.00 0.0000 26/6/3 -0.0480 36/11/0 1.00 -0.0480 67/5/0 0.0000 77/9/13 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) v71 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriaCoatco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:17 PAGE: 21 of 104 2113.11 10otial Fsc lity) •:4}'Y: ;O};4'.}+} ?:.}i+};:: 4't{•: ;•}}•;!•}:ya ?: K•b.,+.. •.};:: •,.; 4y;:. . . ,.;, m},.,•;?:•::.:.:{,� :•}:a4:4`:}?:,a•::: +..,::.fir . .,:X+ ,..J:.} .K{};> `2?,: ' `i;.:r. •'-:.- `'f :'Yt �`.;+'Sk...z:;i; . ,? ...t r•'4i: yryy)�■ �(.(.}��*�' a�,�:.}: ter:?? :.., ... :222.. < •:.,-•.:+• :.::•.... •.•�i!r;•`:?G.,•r. ...ty ., ,.,3 , 4 {:{{:. y5 .� r r �/� �YVl�.':�WU}7W::{!?:'?.:.ti:.._•l.:!.?::•....t:!:`n...\\v..vn.�}v;!.v:}.qr:?:.v`::,.v:}':'�;?.r:.}{^:::?n....... r}}x::::::: .. �... n.......t2?�• .........r.n......vv n.�.2,-\n.. �::in?.14:i:1...: .. /r•,,. it"'''' '..... ::..:r.}•:::.v::: ••vv::::.;{.};.v: •}:?•}:•}:•;:•}}:.:.•. .:::: •:: ........... ,....:... r..,v. ...::::: .:::. r:: �: ��:::::.�:::.,•}}y.!;?t:??•::{{•::-:4:}::?: �.:?i•:;•:;•}:}•.:;.-,;.}:.i}i�4;:: }:};:;:,;y?:y;< :i:}?^.": '� ::;:iii �:j•2:;;::: ;.ti-::•:i�:r is •• . , .' ' •:. ..............:..::4v::::::...•........,•.:....,...............,:!:................................. ..4................... ..,•. }: F. .[4'.::2$: tE:t ::i';iiJy222;{'?.:. . .: }... .:: }k•::.{v;::::: f:: •::.•:. .::x.:: r::?Ui:•i44 � \?:•{•} ,�.. KY :...:.w>ti'..; i } :::: ,:.::!;:[4}}:..... •:.......4}::{?:...:}.::n :•.:..:.::..�•..: n.:..:::............:.::.....:::::::r.•v::: x.:•:..... }.::: n?v::••.......4...�.}}:••:� 2ti�}i:• .... � yl.��:::::•:::::::::::::.::::.::::. �:...........2.................,....,............................. �.........,....... C.:........:...... ,.:..........:...., �,....:.......,::`:2•:;.:,,.3.4.:,.:::•;:::::::.:. � ; }r::: )t::!.,{?;?: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 (W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => endl [191/0/0, 80/0/0, 18/0/0] end2 [191/0/0, 160/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web £ 4 i•br-s M -top M-btm [k] Crippling[k] p viols Actual 1.28 2.92 0.18 0.36 Allow. 3.42 2.44 1.03 0.50 Ratio 0.374 1.199 0.179 0.717 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. *** Bending Overstress (ratio > 0.990, design modifications required) *** Actual deft. ( 0.40 in.) exceeds allowable ( 0.36 in.) for the 2/8/0 span • •••; N ..:.t..il'!'Y::<:;lf YA14N1Na: ii Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 54[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0250 0/0/0 -0.0250 80/0/3 1.00 -0.0070 0/0/3 0.0000 1/6/3 1.00 -0.0008 0/0/3 -0.0008 24/0/3 1.00 -0.0431 24/0/3 -0.0431 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 00 2 0/ 10 33/0 3 I.uv :1:a 0.0410 lulu/v O.u�iu uuiwu 1.33 Wind C.uri.- 2.30 (uaui vii 1.0' Ltib. 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF2 plane : - segment location => endl [228/6/0, 80/0/0, 18/0/0] end2 [228/6/0, 160/0/0. 16/4/0] - segment type => INTERIOR PANEL design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Crippling[k] Actual 1.28 2.04 0.19 0.38 Allow. 3.42 2.44 1.03 0.50 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-Pri eCostco-Tukuulla„WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) [2113,11 v{nv{{{L}"}i}':::}?: .............: V•::::".}}r: .,:j}%{, •':•i}}i,i�ij:'y'd: }%l, .....:.: .....{: }.:....;�v.. : {};; :::;;`.ur''l•:::Sr% ::^'.} {'� :>:$i?? : 5}':}:::;•:,: <, :,'%o -'};'{{r ": r::%:v {{.:.} :i m }?i!'.i%�'+.:•t is 5{;q :}vt:;{;:•: {::,}.6:•{ :is�1C`4'lataL�iIT"�1�h'i��i:>...: ..: .: ...: .. •:.... : , . ... l! ,.}•n'{.::.. ::.:::{• DATE: 09/19/96 TIME: 23:17 PAGE: 22 of 104 (Optical Facility) Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M- top M-btm Ck] Crippling[k] Ratio 0.374 0.836 0.186 0.757 NOTE : Stress factors are applied to the actual loads, for load information and: edge widths refer to loading report. In `l y Se t[ Y Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1Ck/ft] dist[ft] w2Ck/ft] dist[ft] Factor 19C ER] 1 1.00 0 1.00 2 1'.00 1.00 3 1.00 1.00 S D W1> D <W2 -0.0011 - 0.0250 - 0.0070 -0.0039 -0.0469 -0.0011 0.0232 0.0232 - 0.0011 0.0410 0.0410 0/0/0 0/0/0 0/0/3 0/0/3 24/0/3 0/0/0 10/0/0 0/0/0 0/0/0 10/0/0 0/0/0 - 0.0011 - 0.0250 0.0000 - 0.0039 -0.0469 - 0.0011 0.0232 0.0232 - 0.0011 0.0410 0.0410 ROOF2 plane : - segment location => endl [230/0/0, 160/0/0, 16/4/0] - seament type => ROOF EDGE 80/0/3 80/0/3 1/6/3 24/0/3 80/0/3 80/0/3 80/0/3 10/0/0 80/0/3 80/0/3 10/0/0 r.00 r:.rro T.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Wind Coef.= 1.30 (based on 1.0' trib. Wind Coef.= 1.30 (based on 1.0' trib. Wind Coef.= 2.30 (based on 1.0' trib. Wind Coef.= 2.30 (based on 1.0' trib. end2 [230/0/0. 80/0/0, 18/0/0] design spans 2/8/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/010 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear M -top M-btm Ck] Web Crippling[k] Actual 1.28 2.15 Allow. 3.42 2.44 Ratio 0.374 0.882 NOTE : Stress factors are applied 0.20 0.40 1.03 0.50 0.196 0.798 to the actual loads, for load information and edge widths refer to loading report. tQ4!» `ANx Pln Pln No. Type 18 Wall Pln Name EAST2 Panel Type Panel Rib Panel Fstnr Allow Ix Gage Type Defl. Top Ix Sx Btm Top 26 SS 1/90.0 0.033 0.037 Sx Unit Loads Cpsf] Btm Wind Live Dead Snow 0.037 0.045 17.8 0.0 0.0 0.0 FiQN`DWALT COVERINGS:'>'s::<:':<z::>::>::>:z>::>?;':<:i'.:<:z<::><:>»>::<%:::;'>>` :<: ;<:><:< '•:'.:?>: < ... :::s::>:«:>:<:>::i:::::>::::} Pln Pln Pln Panel No. Type Name Type 19 Wall EAST3 Panel Rib Panel Fstnr Allow Ix Ix Sx Sx Gage Type Defl. Top Btm Top Btm 26 SS 1/90.0 0.033 0.037 0.037 0.045 Unit Loads Cpsf] Wind Live Dead Snow 17.8 0.0 0.0 0.0 Pln Pln Pin Panel No. Type Name Type 20 Wall SOUTH2 Panel Rib Panel Fstnr Allow ix lx Sx Sx Gage Type Defl. Top Btm Top Btm Unit Loads Cpsf] Wind Live Dead Snow 26 SS 1/90.0 0.033 0.037 0.037 0.045 17.8 0.0 0.0 0.0 Varco-Pruden Buildings A United Dominion Company 014 COVERINGS and FASTENERS DATE: 09/19/96 GPaoject Name: 4485-PriceCostco-Tukwila WA) TIME: 23:17 CVP Quote No.: TQ960918191317) WMiOVERINGSegoal,figmetatentrannommonentrantsaM4ZVIrman Pln Pln Pln No. Type Name Panel Type teilegtite:inilatiAgN•kiN.ItfaggitglintandlegnitentiegniESIASEMOINging Paniet Fstnr Allow Ix Ix Sx Sx Unit Loads Epsfi Gage Type Deft. Top Btm Top Btm Wind Live Dead Snow 21 Wall EAST4 Panel Rib 26 SS l/90.0 0.033 0.037 0.037 0.045 17.8 0.0 0.0 0.0 ::::•••••f""*OOF4ND • Pln Pln Pln No. Type Name Panel Panel Fstnr Allow Ix Ix Sx Sx Unit Loads [psi] Type Gage Type Defl. Top. Btm Top Btm Wind Live Dead Snow 22 Wall SOUTH3 Panel Rib 26 SS 1/90.0 0.033 0.037 0.037 0.045 17.8 0.0 0.0 0.0 Pln Pln No. Type 23 Wall WEST3 Pln Panel Name Type Panel Rib Parcel Gage 26 Fstnr Type SS Allow Defl. 1/90.0 Ix Top 0.033 Ix Btm 0.037 Sx Top 0.037 Sx Btm 0.045 Unit Wind 17.8 Loads Live .0.0 Cps fl Dead Snow . . 0.0 0.0 Pln Pln Pln No. Type Name Panel Type Parnell Fstnr Allow Ix Ix Sx Sx Unit Loads [psi.] Gage Type Deft. Top Btm Top Btm Wind Live Dead Snow 24 Wall WEST4 Panel Rib Pln Pln No. Type 26 SS 1/90.0 0.033 0.037 0.037 0.045 17.8 0.0 0.0 0.0 AbiikikooNomwaMog4mMmggmdmmmgmmsmogmggggmogmftam5MMWWmmgPW Panel Type Pln Name Panet Fstnr Allow Ix Gage Type Defl. Top Ix Btm Sx Top Sx Btm Unit Loads Cpsf] Wind Live Dead Snow 25 Wall NORTH3 Panel Rib 26 SS 1/90.0 0.033 0.037 0.037 0.045 17.8 0.0 0.0 0.0 24 I 0.0220 1 0.2510 1 0.1143 1 0.1242 1 0.0815 I Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) is �•V�Q' Ylr/�[1c�riAMP.::.x?.::;<.:;'Em .::.::;?.;:.: DATE: 09/19/96 TIME: 23:50 PAGE: Ol of 06 12113,11 (Optical Facility) PROJECT REFERENCE ******* Project Name : 4485-PriceCostco-Tukwi Customer Name: PriceCostco 94UBC - 1994 Uniform Bui Ia,WA lding Code Roof Live Load Reduced Live Load Ground Snow Load Roof Snow Load = 20.00 Psf = No = 41.67 Psf = 25.00 Psf Wind Load Velocity = 80.00 Mph Wind Load Pressure = 17.85 Psf Wind Exposure Category = C Seismic•Zone Building Use Category =3 =4 Add'l Gravity Collateral = 8.00 Psf Add'l Uplift Collateral = 0.00 Psf (User Imposed Loads) Distance to Coast Bldg Enclosure Category Bldg Base Elevation Snow Exposure Category Thermal Category Snow Load % for Seismic Built-up Plate Spec. Cold -Form Gage Spec. = 0 Mites = Enclosed = 0/0/0 =1 = = 0.0 = 89AISC = 89AISI 36" COVERAGE 17" TW 1" TV. -•.•1 h III cv00TN 1 / EXTERIOR! SURFACE 1 4i " ROOF PNLJ 2 3,42. TYP.•-•-I 1-.••• BEARING EDGE (ROOF PNLS ONLY) TOP OF RIB IN COMPRESSION TOP OF RIB IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (IN.3) IX (IN.4) SX (IN.3) 26 0.0184 0.0332 0.0367 0.0366 0.0454 24 0.0220 0.0417 0.0475 0.0444 0.0555 22 0.0273 0.0547 0.0575 0.0559 0.0628 PANEL RIB ROOF Sc WALL PANELS (PR) FACTORY APPLIED SEALANT 3• 24" COVERAGE SMOoiri EXTER:0R SURFACE TOP OF RIB IN TOP OF RIB COMPRESSION IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (IN.3) IX (IN.4) SX (IN.3) STANDING SEAM ROOF PANELS (SSR) 420 ED gl,u Ekli C.4 rr e, G s S5 ,04,1 A.1 eift41/4iq-c- A' l /U 0 00 S SS cS c,tiArr 1 t, E J•F 2 Po R I A/ o f Ttt£ • • v71 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS DATE: 09/1x,/96 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:5; (VP Quote No.: TQ960918191317) PAGE: 02 of 06 (VP Order No.: ) [2113,1] (Optical Facility) ...tw.aY:.: t,;:.},;.}:.t•:tt.}�•}}:• :•}:.:.}: }::h:•}:•Y:.;•:::.::.::::.: .;;h.:., }::.:: •}???}: ::t::•:::,..}::•h• :.•F7?Y$'•`•.,::u$.t: ` :n 3,... v$.v: $ tw::: •••:: n3$,.t ..; ..+.<��C, .•$¢\y::•. ::.}.:.v :::. �:. ,..t. . :.::• ... f. .:::: •v •nv..., ,::h:::;...•,v.::.i::::::v::: •. �.�::::}}:•; ...: \v4:it•:•}:. fvv:•?.h: i:vv:?.h n•$.w •.,�itEl<'.�:Il. ........ ..x: :x:Y.•h th:$.... G: .l' v:. �::: w:Y:.....:.....:.n......::::::::: C:: ?$•Y:h:^:`•}}<•i:::;,v:::::::•Y?:•}::: u:.......:....},v:::.... :•: •?;.}::7v. ::..::::$%f �• . Roof and Wall Coverings for VARCO-PRUDEN BUILDINGS are designed for environmental Loads, such as Wind Loads, Live Loads, and Snow Loads, inr,luding Snow Drift toads due to Roof Height Changes . Pln Pln Pln Panel Panel Fstnr Allow Ix Ix Sx Sx Unit Loads [psf] No. Type Name Type Gage Type Deft. Top Btm Top Btm Wind Live Dead Snow 8 Roof ROOF1 Standing Seam Roof 24 SS 1/90.0 0.251 0.124 0.114 0.082 17.8 20.0 1.1 25.0 Sgmt Load Application Load Start Start End End Stress ID Comb. Faclor Compnt wl[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 9C ER] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0220 0/0/0 0.0000 50/0/0 1.00 -0.0469 50/0/0 -0.0469 80/0/0 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF1 plane : - segme7,t location => endt [0/0/0, 0/0/0, 16/4/07 end2 [0/0/0, 80/0/0, 18/0/0] - seg type => ROOF EDGE design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Actual vs. Allowable Stresses Bending [k -in] Shear Web M rp M-btm [k] Crippling[k] Actual 1.22 2.05 0.20 0.39 Allow. 3.42 2.44 1.03 0.50 Ratio 0.357 0.841 0.195 0.779 NOTE : Stress factors are applied to the actual toads, for toad information and edge widths refer to loading report. rom t ; Gil tib' Setittt�bE :.. .. ........: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wl[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 23[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0001 0/0/0 0.0000 4/9/10 1.00 -0.0220 0/0/0 0.0000 50/0/0 1.00 -0.0431 50/0/0 -0.0431 80/0/0 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib. Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:50 PAGE: 03 of 06 2113.11 (Optical Facili ..: ...............y .... r::::n•.wnvnvn::': nY ::•: .::r:r �.: n; .::. .......... :?.:4:^i::•:"'t:;?;•Y:•YYYY•:+:q:+YY::!?J}Y'•i:{�:?{miiiiiiiY>: �'vi :::: *'• ri::•YY'y •Y �•: ^:'';1.'"•ti.; r Yr rtr: M!!i:{ter. : q::.::::::::::: vny n:??i: :'YiiYii:{:L4Y.iiY: :. 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'.}i ;.;•:::.:...::: ?:::?:.: •.•:1:j:Y::::::vi'•Yi:'•iY:.:tL.:..,••iii+�?'ri:::::i::$;.`t:v:ii:t:'t2ii:::i):: J::i::Si::iiYt:Y . �y.��: : .y�(. i:'•i yi �i:QY::;::{.::{•:n•?::'{:{i:::::::::::::::n:Y ..... ::. :... :.i ....y •: n}.. n.. ......... :....::.: ........::...... iY:•?Pahet.�l,o�htll•ib�+:.8e�htls� ..::.:.: n: n: n.: �::n.. n.:.:.:. v: n: w:::::::.. _ iY;{?b: ;;.{.}:.: ii}y;:,•: h:v::•}: {•;i???::: •i:?:::�i v:: ;{i::::: l:. ... ........... ..??yl:irii;:j{:Y::::?{:Y:,'•;::i�::iYy,:;:i:v:;iiiisi.{:is::isisiSrii::n}:;.Y:•Y}:??:LLiY}iii.}:......: �q: i{:SY:•Yi}:•:n;• Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft) w2[k/ft] dist[ft] Factor 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endl [1/6/0, 0/0/0, 16/4/0] end2 [1/6/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -i n] Shear Web M -top M-btm [k] Crippling[k] Actual 1.16 1.95 0.19 0.37 Allow. 3.42 2.44 1.03 0.50 Ratio 0.339 0.797 0.184 0.738 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. <.<::1''�e1;lsiiiitt xsatm M ......... ............,.... , .. ....... ..... ......................... ....... .. .. .,.::..... ,.....:.:. Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 28[ EF1 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0220 0/0/0 0.0000 4/9/10 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endl [39/0/0, 0/0/0, 16/4/0] end2 [39/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL This design applies also to the segments at the following Locations : - endl [77/0/0, 0/0/0, 16/4/0] end2 [77/0/0, 80/0/0, 18/0/0] - endl [95/6/0, 0/0/0, 16/4/0] end2 [95/6/0, 80/0/0, 18/0/0] design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M- tops M-btm [k] Cribb! inq[k] Actual 0.47 0.73 0.07 0.14 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.300 0.070 0.278 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:50 PAGE: 04 of 06 2113.11 _(Outical Facility) ..........................::...::•:: n:;: :: nv: ;:::.v::.:v.v: ::::.: : vv::::::: v- .. .. �� ..... r :.nJ ... r.. , ..: ,i..: v.:. v: i"4Y{•}? . : r.,!. r.....• . --:..:..::...:......+..............:....+ .:..::nv;}. ;......•••:},}. Y. . ;..F R,v.v.•+}:: v:.?•;wee.,.n.nq ..}:+ •:r..+ ....,•v...... '„r.Ri�.R .:.{.r,: ., . }}.. n.q., iii'+':v'ri.'S:•? ` �?l�i,'4.'+?;J. •..,yi:. i{v+..: :�'•Y::.•:tr:r i!v .: S:.•Y.v. ^•Yrv!:}wn+22}.:{v::: \12Y:•�..�,., �•,4: nCAr: .�.?Y;.{?it 4i:}iL%:i}i ..•. L•ROOF�I11D:>Wa�L>!r•Gt)<Y1•;RIFT(i};;:.:•}:•:;�.;::.}..::r„�.:•}:,n.«i?.; •::...... .,..nr: ....:.r::.; •}. ................ ........... :...........,r.................,.........nn.... n} tr .r. ... :. .r.. v•}r:., .......... r.. {{!{•'fi:^}}Y: i.{.}'•:5:: •::. .....: i •:.,}}iYr ..... ...... ..n.. ;...- .:v. -•.. ..,......... .............................n of n , ,{..v. .vn•::n .,•:.... A: ;• .:.••v:nvv: .... :........ i:::}l�::in+?+ .... ... ......+...................................,. r3.n :4.v.......<. n.,{.. r... , ...:v ....,, r..... r.. \....!.:v:: ,v•m:�::: •:.w:::•:Y :4: ••}:: �: r... n• ;L' .:.�{+r:ii`:?n .L ..r{r n t. J:: n•........• n.1v.. rf•... .:ii'• i'::^ j: .n... .. .r:::::nv:::. �:::::::::.vr::::::.v; r..: `.r, ...Y.. .:{n.::::: kvY}i;r: ,:r i:•: i}}:v::+:.: .......... n,{?•! :•:::: }}:::::::: n•: +:•r.'.•: :{::•.i:•:::::::••: n•......,•nv(.,{,. {..... J.v!:?{?4::.v...::}:^:'•Y^}':•'r:?. 'aFi? �}ifR'::: :.:.v :::: :::::..:.::v:..{:::.: r.:L•:.,}w.i.}.::::vnv ::v...::.o.... Sgmt Load Application Load Start Start End ID Comb. Factor Compnt w1[k/ft] dist[ft] w2Ck/ft] End Stress dist[ft] Factor 38[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 1.00 S -0.0215 0/0/0 0.0000 -0.0110 0/0/0 0.0000 -0.0250 ' 0/0/0 -0.0250 2 1.00 D -0.0011 0/0/0 -0.0011 1.00 W1> 0.0232 0/0/0 0.0232 0.0232 10/0/0 0.0232 3 1.00 D -0.0011 0/0/0 -0.0011 1.00 <W2 0.0410 0/0/0 0.0410 ROOF1 plane : - segment location => endl [115/0/0, 0/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Cripplinq[k] 80/0/3 1.00 9/2/6 1.00 4/9/10 1.00 80/0/3 1.00 80/0/3 1.33 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 80/0/3 1.33 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) end2 [115/0/0, 80/0/0, 18/0/0] 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 Actual 0.47 0.73 0.09 0.16 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.300 0.086 0.326 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ;..b`.,lit• pt>::; ;;::;:;:;<::<'.:<_: Sgmt Load Application Load Start Start End ID Comb. Factor Compnt w1Ck/ft] dist[ftI w2[k/ft] End Stress dist[ft] Factor 43[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 1.00 S -0.0430 0/0/0 0.0000 -0.0250 0/0/0 -0.0250 2 1.00 D -0.0011 0/0/0 -0.0011 1.00 W1: 0.0232 0/0/0 0.0232- 0.0232 10/0/0 0.0232 3 1.00 D -0.0011 0/0/0 -0.0011 1.00 <W2 0.0410 0/0/0 0.0410 ROOF1 plane : - segment location => endl [153/0/0, 0/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 80/0/3 1.00 9/2/6 1.00 80/0/3 1.00 80/0/3 1.33 10/0/0 1.33 'Wind Coef.= 1.30 (based on 1.0' trio.) 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 80/0/3 1.33 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.j end2 [153/0/0, 80/0/0, 18/0/0] 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:50 PAGE: 05 of 06 2113 1 tical F ,. .., ani>i.iiT}i^:.i:•J:•},•:'•;,'{ +i."iN:ii„ 0,1 ••^'•.'•:iii, i.'{::i`:naa'>+'>•: •<rv):iif:RJ{y$''::}^. rIM:::f n :fv: tff ri'?:�:��i:i vi: iri::;:'1.�:;:: ...:...:.:: Actual 0.47 0.73 0.10 0.19 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.300 0.102 0.389 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. :::.�11E1C•tQAdtI1RY:&Ry'ttitgt;':nis:•ai::::;?;:•:i�:ia:»s:r.'si:::;:c:>ii>:r;;:;>:c::.::...,..:,::::.:::•..,:::•:.•.......:.::..NE....E:.,........0 ...eig...g.. _,,•_ Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1(k/ft] dist[ft] w2[k/ft] dist[ft] Factor 48[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S 0.0000 0/0/0 0.0000 1/6/0 1.00 -0.0215 0/0/0 0.0000 9/2/6 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1) 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based•on 1.0' trib.� 0.0232 10/0/0 0.0232 80/0/3 , 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF1 plane : - segment location => endl [191/0/0, 0/0/0, 16/4/0] end2 [191/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm (k] Crippling[k] Actual 0.47 0.73 0.07 0.14 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.300 0.071 0.278 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to Loading report. .......:::.::..:::::::::::......................................... . . iiji'!iiFii::iiii:4iiiki>i i::;{i :ii.... . :i:4Yi: v.�. .......::::::::::::...........::::::::::::::.:.:::::::.:::::::.....;;t': xv; •.,...v....::::: v:; ....;; ..; v}i:;:; .....:•:.:;::i::.+.:::�:x;:4;::::::•i:i'::iii:":Siiii:J:jiii :.iii: {i:; •:::::::; ::.vii• ;ii::i:{: ;iiyi?.:v.; •:i^}:;i:n: :. . ::::::: v: v :::::: : ::::::::::::::::::::: •::::::::: w':.\ � :. . ....... .... ... ...... .r..:::i iii:•'ri: 'v.i:;:•iii:::: •.� 4i::;}iii:ilii:S::;?Wi:iw::..`;:"'•ii;;:::::: ;:::•::::•ii::{::.:: ii:: .: '..:....::':.:::;:.+�: nom::;...; ...�:. '...:::.::..... •.. ., .... .......... .:::. v: �w::::: •.:::.� �Yy::::::::::. i. : 1. 1r ... v:::::: ....Panel:Zoadin>t..by5e�meot............................. :.. .... ,. ....::.....:..,:.:,.:; .. -.::..:::.:::::...:.::.:::.•.:......;;.:..•i>:'•i::;.;::,.: Sgmt Load Application Load Start Start End End Stress IC Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 53[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0431 21/0/0 -0.0431 80/0/0 1.00 -0.0008 0/0/0 -0.0008 21/0/0 1.00 -0.0067 0/0/0 -0.0067 1/6/0 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF1 plane : - segment location => endl [228/6/0, 0/0/0, 16/4/0] end2 [228/6/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL ..Xif;l: �a4ic;.R�ltsse.XasutW.+: • Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485•PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:50 PAGE: 06 of 06 [2113,11 (Optical Facili : ..'''''''''""'''''1-:ti•YiY'i:.Yi}+i}'.. r:.... nW.iiYii':.; ?:YYY•}'i•iY:?YYYVYY%•}•.:; viYY}: ":: :tiPYY}'•:•:f �" i•Y».'f: Y'•:i4:J}%•}i}':'+' i'Y:i.viY::..v%{•{.%:: LOY:•YY•i•:: •fir: n;;Y:•Y" Y:}$•. ., •d•n{:+}; •i .,%+{+ti. ... :.Ln •Y.{:{L•.L: x..., :: r.• ..,:..Q.�: },::.:'LL:•:::.i+..}'r:..:.... v4'.Y:: i%L•.x :...: }.�: ...J:. i:: ?., • r...r .:. v. r. .:.Y.... .f.,:Y�.; .. :. ,zY..r ,. ..•ti.: •:::::. ...i.. , � ,;;+'•::.,::8:,:.,::: �2}:r ;LY %c': �:ir::3:.,.7i,•�,;�/.�::;}�•:'•:!"•}::::L .>:<..: L:.Y.... ;.>::.;�. • .,a. .:t,:. .:.Y..e�ittiii:3J....r .L+ r: L..v:.,.. is ...... %w: �. Z... +•'• .Y.Y}::: }:.}:•iiY:•} n4::::::v}::Yi:�Y.}Yr..::: �•;•: n:4iY:L•,%'.:'`.:... :::n,\r:.. ,.:,.Y.v^Lry/:L•Y;LLniL�t:�.:........ ...•:,v:M..:.... ROOD.WAi�#�i►£RiN�E....,.....L........,.,..........,.:::.L•::r.........................,...r..... ........,.:.......,......... . �.,..::.... ..::::.:::::.:,::::>:.Y<>:Y..:n:%..............:..:. design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm Ek] Cripplingtk] Actual 1.16. 1.95 0.19 0.37 Allow. 3.42 2.44 1.03 0.50 Ratio 0.339 0.797 0.184 0.738 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. :.:.:::..:.i.Y:::.:.:.....:..... ..::. it,>Z y Sean < •:; '::•'Paatei;Jtaad :b: � ens�?:>�::«:Y>::s::>:>:•':?:�:<:::::::>s:::�::>:<»'?::>`:::<::::;::<::::r:>:#:<:<.>:::>:::::`:'?<:><:... '' Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wlCk/ft] dist[ft] w2Ck/ft] disttft] Factor 18[ ER] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0469 21/0/0 -0.0469 80/0/0 1.00 -0.0039 0/0/0 -0.0039 21/0/0 1.00 -0.0069 0/0/0 -0.0069 1/6/0 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF1 plane : - segment location => endl [230/0/0, 80/0/0, 18/0/0] end2 [230/0/0, 0/0/0, 16/4/0] - segment type => ROOF EDGE design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm Ek] Cripplinq[k] Actual 1.22 2.05 0.20 0.39 Allow. 3.42 2.44 1.03 0.50 Ratio 0.357 0.841 0.195 0.779 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. 1 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: TIME: PAGE: 2113 1 • . 'cal :r{4iF'.:.n .r:ir}r v'vii •'�i:.,..: .n ... {+fr•..n..:.$.. ...:..r. . n..}:v. :.. .a..:{:.:.: ........... • . . 4 {•}}:•: 09/20/96 00:52 Ol of 07 Facili ****** PROJECT REFERENCE Project Name : 4485-PriceCostco-Tukwila,WA Customer Name: PriceCostco 94UBC - 1994 Uniform Building Code Roof Live Load Reduced Live Load Ground Snow Load Roof Snow Load = 20.00 Psf = No = 41.67 Psf = 25.00 Psf Wind Load Velocity = 80.00 Mph Wind Load Pressure = 17.85 Psf Wind Exposure Category = C Seismic Zone =3 Building Use Category = 4 Add'l Gravity Collateral = 8.00 Psf Add'l Uplift Collateral = 0.00 Psf (User Imposed Loads) Distance to Coast Bldg Enclosure Category Bldg Base Elevation Snow Exposure Category Thermal Category Snow Load % for Seismic Built-up Plate Spec. Cold -Form Gage Spec. = 0 Miles = Enclosed = 0/0/0 =1 =1 = 0.0 = 89AISC = 89AISI 36" COVERAGE FACTORY APPLIED SEALANT 24" COVERAGE �" >W 1" TYP. mei- 1SMOOTP12 SMOOTH -12 � i I- 1 NOMINAL BASE METAL GAGE THICKNESS il 2 .3yu' TYP. TOP OF RIB IN COMPRESSION DEFLEC. LOAD IX (IN.4) SX (IN.3) EXTERIOR SURFACE ROOF PNL BEARING EDGE (ROOF PNLS TOP OF RIB IN TENSION DEFLEC. LOAD IX (IN.4) SX 1 ;ie... -! ONLY) (IN.3) SURFACE -1-7-4.--i- Yb' 74," 3' i 1 ; TOP OF RIB IN TOP OF RIB COMPRESSION IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (IN.3) IX (IN.4) SX (IN.3) 26 0.0184 0.0332 0.0367 0.0368 0.0454 I 24 I 0.0220 0.2510 0.1143 I 0.1242 0.0815 24 0.0220 0.0417 0.0475 0.0444 0.0555 STANDING SEAM ROOF PANELS (SSR) 22 0.0273 0.0547 0.0575 0.0559 0.0628 PANEL RIB ROOF & WALL PANELS (PR) O �iti Valu N As G� I/ F. : _' �1�i�� 0 Vt/8- is prrsa� N� P�t,t�-�> S / •'. V(9 Co Q�1 �a.,a�, t s ( s Z °' / ") o� V� reo-Pruden Bui.idings A United Dominion Company COVERINGS and FASTENERS (Project Name:. 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) : •..:::.., •.:::::.v.v:::::::::: ....... v....nv . .::.:.v:•.v .:.......:.:•:v::::yt•:S: r. S. .:...: w::. n. .x:.:....:::vv:.. 2113 1 DATE: 09/20/96 TIME: 00:52 PAGE: 02 of 07 tical Facili Roof and Watl Coverings for VARCO-PRUDEN BUILDINGS are designed for environmental toads, such as Wind Loads, Live Loads, and Snow Loads, including Snow Drift loads due to Roof Height Changes . Pln No. 9 Pln Type Roof R00F2 diktat' LL.0 t�ln Name Panel Type Standing Seam Roof Panel Fstnr Allow Ix Ix Sx Sx Gage Type Deft. Top Btm Top Btm Wind Live Dead Snow Unit Loads Cpsf] 24 SS 1/90.0 0.251 0.124 0.114 0.082 17.8 20.0 1.1 25.0 �i?.11ltti�.bY Sgmt Load ID Comb. 8C ER] 1 Application Load Factor Compnt 1.00 0 1.00 S 2 1.00 1.00 3 1.00 1.00 0 W1> D <W2 Start Start End End Stress wl[k/ft] dist[ft] w2Ck/ft] distCft] Factor - 0.0011 0/0/0 -0.0011 56/0/2 1.00 -0.0469 18/0/2 -0.0469 56/0/2 1.00 - 0.0189 2/4/15 -0.0189 18/0/2 1.00 -0.0220 0/0/2 0.0000 4/9/12 1.00 -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0011 0/0/0 -0.0011 56/0/2 1.33 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' -0.0011 0/0/0 -0.0011 56/0/2 1.33 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' 0.0410 10/0/0 0.0410 56/0/2 1.33 Wind Coef.= 2.30 (based on 1.0' ROOF2 plane : - segment location => endl C0/0/0, 80/0/0, 18/0/0] - segment type => ROOF EDGE end2 C0/0/0, 136/0/0, 16/10/0] design spans 0/2/0 4/4/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending Ck-in] Shear M -top M-btm Ck] Web Cripp l i nq [k] trib. trib. trib. trib. Actual 1.18 2.15 Allow. 3.42 2.44 Ratio 0.345 0.882 0.20 1.03 0.196 0.40 0.50 0.798 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. sill Sgmt ID Comb. Load Application Load Start Start End End Stress Factor Compnt wl[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 24C EF] 1 1.00 D 1.00 S 2 1.00 1.00 3 1.00 -0.0011 0/0/0 -0.0011 56/0/2 1.00 -0.0431 18/0/2 -0.0431 56/0/2 1.00 -0.0151 2/4/15 -0.0151 18/0/2 1.00 -0.0220 0/0/2 0.0000 4/9/12 1.00 -0.0250 0/0/0 -0.0250 56/0/2 1.00 -0.0011 0/0/0 -0.0011 56/0/2 1.33 0.0232 0/0/0 0.0232 10/0/0 1.33 0.0232 10/0/0 0.0232 56/0/2 1.33 -0.0011 0/0/0 -0.0011 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib. Wind Coef.= 1.30 (based on 1.0' trib. C Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/20/96 . TIME: 00:52 PAGE: 03 of 07 2113 1 • . 'cal Facili p5�.:'^�}{:'L{:..}}Y:I •:{o}}..{.,y�.. .., ,..; .. i,.��.; •"•}.,• £•f':<'::i+.y}<rr.•:{:.}}:<:'{�•':"}'ti t>.4ry,}.}?�i'ti:ii A:::?}: ::: :?{,i:<u:•:? �}'.;ti^;}?;f y��;'J;vv �i :<:.''•.; �}}.:} 4:::�:`A jSy i}�S'•:}y►:.r: v. y}:..X4'lA}:.`;'i'X•p''lv,:f`ry;�?!�a K��l':�lit'Y.tWJ�a�i?1�Q1�1�%��I7WFi': .•..{,:.�,.::. .... •::: .. :}•: }:•}:•}Sir: }:::::.•. . .:. f........ �r ?': ;i+�ii�iii '?v':�::+{'Y]iii$iiii:?viii ii iii; �;: %;: �{;:;:5;:;:y:::::•R};:;::: '•?}{:?v�iiii'}:::i'i'i{i�'::4' i:ti:,>.::} j::i::: Y'.•:{: <?}i :it+i`:y;"• ........... Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2Ek/ft] dist[ft] Factor 1.00 <W2 0.0410 0/0/0 0.0410 0.0410 10/0/0 0.0410 ROOF2 plane : - segment location => endt [1/6/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 56/0/2 1.33 Wind Coef.= 2.30 (based on 1.0' trib. end2 C1/6/0, 136/0/0, 16/10/0] design spans 0/2/0 4/4/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 1 Patel Actual vs. Allowable Stresses Bending [k -in] Shear M -top M-btm [k] Web CripplingCk] Actual 1.12 2.04 Allow. 3.42 2.44 Ratio 0.327 0.836 0.19 1.03 0.186 0.38 0.50 0.757 NOTE : Stress factors are applied to the actual loads, for toad information and edge widths refer to loading report. Sgmt Load ID Comb. Application Load Factor Compnt Start w1[k/ft] Start End dist[ft] w2Ck/ft] End dist[ft] Stress Factor 29C EF] 1 1.00 0 1.00 S 2 1.00 1.00 3 1.00 1.00 0 W1> D <W2 -0.0011 -0.0220 -0.0024 -0.0411 -0.0250 -0.0011 0.0232 0.0232 -0.0011 0.0410 0/0/0 -0.0011 0/0/2 0.0000 12/10/15 -0.0024 43/4/15 -0.0411 0/0/0 -0.0250 0/0/0 -0.0011 0/0/0 0.0232 10/0/0 0.0232 0/0/0 -0.0011 0/0/0 0.0410 ROOF2 plane : - segment location => endl [39/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL 56/0/2 1.00 4/9/12 1.00 43/4/15 1.00 53/9/12 1.00 56/0/2 1.00 56/0/2 1.33 10/0/0 1.33 56/0/2 1.33 56/0/2 1.33 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. Wind Coef.= 1.30 (based on 1.0' trib. Wind Coef.= 2.30 (based on 1.0' trib. end2 [39/0/0, 136/0/0, 16/10/0] design spans 0/2/0 4/4/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -i n] Shear M- top M-btm Ck] Web CripplingCk] Actual 1.28 2.13 Allow. 3.42 2.44 Ratio 0.375 0.873 0.20 0.38 1.03 0.50 0.190 0.765 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. (t, Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/20/96 TIME: 00:52 PAGE: 04 of 07 2113.11 (Optical Facilit ..... ...,:: •.:: :.,:...'.�:r23: r•,.<, .{:q?'?c•i,:i::.r:.:::::,::>:•.,x:;:`::.'•::^.2`Y:'£:;1 ``: :,:.;;:^•`:x; `t" y:.:;at: :�.. •::.,. •:;?;4:.:;:::.;:.•% : ):+; .. .a:•::.: •,. -iRtx�l�.x]�m•:w�tft;;%�.. Ral\W::::.�.... i I ...5:•i:•::?r?;Ai:?;:: i'4 \ •:i<{{; <•4 ;:{:>.;:;::�:•..}.... � r �' S�iT•ji�::•i::i?y ti•jii;�:)�:ty"•?;; Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Crippling[k] 34E EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.00 1.00 S -0.0090 0/0/2 0.0000 2/0/2 1.00 -0.0250 0/0/0 -0.0250 56/0/2 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0232 10/0/0 0.0232 56/0/2 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D -0.0011 0/0/0 -0.0011 56/0/2 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF2 plane : - segment location => end] [77/0/0, 80/0/0, 18/0/01 end2 [77/0/0, 136/0/0, 16/10/0] - segment type => INTERIOR PANEL design spans 0/2/0 4/4/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] Shear Web M -top M-btm [k] Crippling[k] Actual 0.90 0.77 0.08 0.14 Allow. 3.42 2.44 1.03 0.50• Ratio 0.262 0.315 0.081 0.285 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Com.nt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 59[ EF] 1 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0360 4/7/6 -0.0360 24/0/3 1.00 -0.0430 0/0/3 0.0000 9/2/9 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0:0232 - 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.1 0.0232 10/0/0 0.0232 24/0/1 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 24/0/1 0.0232 34/0/1 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 34/0/1 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0410 10/0/0 0.0410 24/0/1 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0410 24/0/1 0.0410 34/0/1 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => end] [95/6/0, 80/0/0, 18/0/0] end2 [95/6/0, 160/0/0, 16/4/07 - segment type => INTERIOR PANEL �$u �fS`, °,.r: ry;:::i...b�•.'e:.�zrrtu..>n u. • Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/20/96 TIME: 00:52 2113 11 PAdQvtiFal FacilGE: 05ity) 07 of nY.•k:, �: f.•:::: w: n.vv: •:. �.+,v; }: } ::?•: iii}i:•i}:•. �: }•,;.<?::.: �,y fii{Y�W� Sgmt Load Application Load ID Comb. Factor Compnt Start Start End End Stress w1[k/ft] dist[ft] w2Ck/ft] dist[ft] Factor design spans 0/2/0 2/6/0 3/0/0 3/0/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending [k -in] M- top M-btm Shear Ck] Web crippling[k] Actual 0.94 1.64 Allow. 3.42 2.44 Ratio 0.275 0.674 0.16 0.32 1.03 0.50 0.159 0.642 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ................. irlySckne Sgmt Load Application Load ID Comb. Factor Compnt Start Start End End w1Ck/ft] dist(ft] w2(k/ft] dist[ft] Stress Factor 39C EF] 1 2 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0430 0/0/3 0.0000 9/2/9 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib. trib. trib.1 ROOF2 plane : - segment location => endl [115/0/0, 80/0/0, 18/0/0] - segment type => INTERIOR PANEL end2 (115/0/0, 160/0/0, 16/4/0] This design applies also to the segments at the following locations : - endl (153/0/0, 80/0/0, 18/0/0] end2 [153/0/0, 160/0/0, 16/4/0] design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending Ek -i n] Shear M- top M-btm Ck) Web CripplingCk] Actual 0.49 0.77 0.10 0.19 Allow. 3.42 2.44 1.03 0.50 Ratio 0.143 0.315 0.102 0.390 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. 1 y Sejt ci Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2Ck/ft] distCft] Factor 49[ EF] 1 1.00 0 -0.0011 1.00 S -0.0430 -0.0115 0/0/0 -0.0011 0/0/3 0.0000 36/11/0 -0.0115 80/0/3 9/2/9 67/5/0 1.00 1.00 1.00 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/20/96 TIME: 00:52 PAGE: 06 of 07 2113.11 (Optical Facility) 4'.,;.}}•';:•}}Y{ir,...wr.+}%{: •}Y•}}•:{•..:^:{ -} •.}'if•:i 47:.} v ,:i•Yi}. •: .,:;., .}':::.vvv?:C}r:•ii{:{••}}.i:�:t{?:?•}??4i:: :•ri4ii:4iY.0?,:••r,•, ::: ,^'•} ., ....•• •h "+•: •i}}}Yi}Y}:4}��}'O} ...•..••• '••"••• .nir .. rl...}: }. ...rt.v n:: }::. + 1..., { ...Y :'•:�r'•�"{ •,''•:C+'r.{2?:�f•'k tr}}. r. r1{ ;:Ytii i r.\... .Y{ :. ..}.. r::3:,, ..,�:$li::;.:.r....0 �:z...r,�#:} ;lillrl;�:<`�':;'.,}. AQO�.tt11iD•}.:GdY�fti�lti5k.:....,.....t:::..a>:;:<::::^;Y:......:...t::.::�.�;,�...........:...........:{{.}:;::>;:....:;::}:.;::.Y:.}:{.}•.....;.; .:,. . :t::•il�. Rv...........:: :::.:......,, .W:::: ::•>::........._ :. r. ..:: 'vY:{v;•}::::::::A:•i}:r..'•:.. n.. `•?{.n .:.......{.v.,v.:•}}'• :.?{.::.::.:::w:.:::::} :{::iYY:; ::;ei}ri:?.F Y•.v: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2(k/ft] dist[ft] Factor 0.0000 26/6/3 -0.0480 36/11/0 1.00 -0.0480 67/5/0 0.0000 77/9/13 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 ' 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.l 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib.l 3 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF2 plane : - segment location => endl [191/0/0, 80/0/0, 18/0/0] end2 [191/0/0, 160/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual vs. Allowable Stresses Bending Ek -in] Shear Web M -top M-btm [k] Crippling[k] Actual 1.08 1.78 0.18 0.34 Allow. 3.42 2.44 1.03 0.50 Ratio 0.316 0.728 0.179 0.688 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ::;:;:::>:<::>:':•:} :;}s::>::Y:>:;z<::>:;:}:•r:Y:t?>s:}}::,:. >;::i:•.;:;;'.::'•:>:<:}:<:}»::>:>>:::>::<?::::s:<x:�:>:;:<:;:»sr� }:::;:>, �::: :>:iPrneEY . Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor 54E EF] 1 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.00 1.00 S -0.0070 0/0/3 0.0000 1/6/3 1.00 -0.0008 0/0/3 -0.0008 24/0/3 1.00 -0.0431 24/0/3 -0.0431 80/0/3 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/0/3 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 0/0/0 0.0232 10/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 D -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 <W2 0.0410 10/0/0 0.0410 80/0/3 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 0/0/0 0.0410 10/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.l ROOF2 plane : - segment location => end] (228/6/0, 80/0/0. 18/0/0] end2 [228/6/0, 160/0/0, 16/4/0] - segment type => INTERIOR PANEL design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 110 Varco-Pruden Buildings A United Dominion Company COVERINGS and FASTENERS DATE: 09/20/96 TIME: 00:52 PAGE: 07 of 07 12113.11 (Optical Facili ...ti!•`.+•'F,�}y':Y 4f>.' y`i rr}tr r yr i} < 6. �'•..o .. tr > •t+•}`: v. • r � Y. 'whir �.. �r.1` i ...:.......:..... r. ,v�.. rive. }rrn r.. rn n.. r:/..:..?}/. < (Project Name: 4485-PriceCerrco. Tialtwila,WA) (VP Quote No.: TQ960918190/7) (VP Order No.: ) -::::: :F:2:±+L'<i•:'.: �!} i< :2•`•':::$::; ;;;i • gr;JS'tki a' roallomm nit* Actual 1.12 2.04 0.19 0.38 Allow. 3.42 2.44 1.03 0.50 Ratio 0.327 0.tA 0.186 0.757 NOTE : Stress factors are ap,Aied to the actual loads, for load information and edge widths refer to loading report. :. ...:. ..........................................,..:...:.......::...:::.}L:•:r:..,:>...,:.::,:...,..:r:........ /h �..:::........:.:�,:�::::„•.•,+}.,.,..t:•:�•.�:::L:.:.�.�.....,-. ,::L.,:<, sem; n•>... r.,R•,. n...i:.:>.•:::::.:..,.ff.FF..:.............::•: .: :..{v+,:•:>:?:•r}: }::::. '•i:tC v} ...L !.� .}.�•ju$:�:j . ..@��,... ""'�., n'vi::',:.. •}::.:.}}}'^}}}�.::t}:ii i:::i.:�.., .............. .. .v :• :,+:..+.v.2• :i•:'f.•}}}}':•: •v :..r..r... : : n: r.::.v:: i}v: •.:.,:rv::�::;:. ,v.+..:,:• :v.:v: xt: r.:ry �<r:v'r::}:;}iii}':': n:.:v}r �•:LiL.Yk}.•:.L.: �.S...rfi:::. r�lVi:�:�11<'.R�i .iRn:::`,•i:v..:: .:: •::::..; ;r..:::.: �. �::. ,..: �::::.�::::: v:: :::; �•.:Lyf./.........,.......:..tn;{.}:::}::::,'.!/, :r.�i'�v:?: k.:•.::::.:.:: �:,.. n.... .. ... ... ...:..................... }, :::........ Sgmt Load Application Load Start 'Start End End Stress TO Comb. Factor CoTpnt w1[k/ft] dist(ft) w2[k/ft] dist(ft1 Factor l ER) 1 1.00 U -0.0011 0/0/0 -0.0011 8012/13 1.00 1.00 S -0.0070 0/0/3 0.0000 1l'6.3 1.00 -0.0039 0/0/3 -0.0039 24/0'3 1.00 -0.0469 24/0/3 -0.0469 80/103 1.00 -0.0250 0/0/0 -0.0250 80/0/3 1.00 2 1.00 0 -0.0011 0/0/0 -0.0011 80/0/3 1.33 1.00 W1> 0.0232 10/0/0 0.0232 80/013 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 0.0232 0/0/0 0.0232 10/0W0 1.33 Wind Coef.= 1.30 (based on 1.0' trib. 3 1.00 0 -0.0011 0/0/0 -0.0011 801043 1.33 1.00 <W2 0.0410 10/0/0 0.0410 80/7W3 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0410 0/0/0 0.0410 106an 1.33 Wind Coef.= 2.30 (based on 1.0' trib. ROOF2 plane : - segment location => endl [230/0/0, 160/0/0, 16/4/0) end2 (230/0/0, 80/0/0, 18/0/0) - segment type => ROOF EDGE design spans 0/2/0 2/6/0 2/11/1 2/11/1 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 3/0/0 3/0/0 5/0/0 4/0/0 5/0/0 5/0/0 1/6/1 Panel Actual v::. Allowable Stresses Bending [k -:n) Shear Web M -top M-ctrn [k] Crippling[k] Actual 1.18 2.15 0.20 0.40 Allow. 3.42 2..4 1.03 0.50 Ratio 0.345 0,..82 0.196 0.798 .: Stress factors are c,;;tied to the actual loads, for load information and edge widths refer to loading report. u_ 0, .:3 TT 9 c) , • i 37'-6' 38'-0' 36-0' 3 k !I ! ! 1 u.._. 4011011+.__. 40 C> 1&* -6' 38"-0. 37-6; : 0100, * 4, , i ork 0 t 4•00,4• , • • 41111041_ _ _ 9 4111)"t'AW, 90 .1..•••••V•i•••••••=mom/• 9 _• ••=•• • qt•• • fm• • PG- TVkW/L,4 GA CIL !J (_' r 1-2--e-62LA). t, GL< < N . Tlfi C: re-v4 F SS c, iii{�i_ittvN a��Y:wsa,.a,.. i.,..,a-.,...,.........-._....,.�...- _....»...._..,..,._ �....,.. _........_..._..�.....�._ Rods 1' Rods Pa 1= the smaller of 0.33 Fu Ab or= 0.6 FyAg Pa2= 0.3Fexx SwLw(Co/ (D-d)J/cos (theta) Pa3 =0.3Fye twlw(D/(D•d)J/cos (theta) Pa4 = 0.6 bo Fye tw/ cos (theta) Pa5 = 0.577 Fye /(sin(theta) /( (b • h) twJ + cos(thefa) / (B b • L h ) J Rod Tensile Capacity Pal (k) = 27.65 Web Punching Shear Cap. Pa4 (k) = 68.49 Web -to -Flange Weld Capacity Pa2 (k) = 37.77 .Tensile Fracture of Web Pa5 (k) = 37.25 Pal = Rod Load capacity limited by rod tension, kips Pa2 = Rod Load capacity limited by web -to -flange wel capacity, kips Pa3 = Rod Load capacity limited by web shear, kips Pa4 = Rod Load capacity limited by web punching shear, kips Pa5 = Rod connection capacity limited by hillside bearing on web slot, kips Rod Fu = Rod ultimate tensile capacity, ksi Dia. = diameter of the rod, in. Fexx = Weld tensile strength, ksi Size = Web size, in. B = Hillside washer length, in b = Hillside washer width, in L = Hillside slot length, In h ; Hillside slot width, In D = Depth of framing member, In d = Distance from centerline of hillside to inside flange, in Fy = Web yield strength, ksi Web Fu = Web ultimate tensile capacity, ksi tw = Web thickness, In twr = Reinforced web thickness (backing plate + web th), In Ab = Rod area based on major thread diameter, In^2 = (DiaJ2)^2 • Pi Sw = Weld throat, In = 0.707 • weld size Lw = Effective weld length, In =13+ 2 (d • b / 2) tan(30) bo = Net effective perimeter of hillside washer, In = 2 [ (B + b) • (L + h )1 Fye = Effective yleld strength of web, ksi = Fy + (2 / 3) ( Fu - Fy ) Theta = Tan^ -1 ( Col. Space / Bay Space) , degrees Web Direct Shear Capacity Pa3 (k) = 68.51 Page 1 Rods 1 - Rods Pal =the smaller of 0.33 Fu Ab or= 0.6 FyAg Pa2 =0.3FoxxSwLw(D/(D-d)J/cos (theta) Pa3 =0.3Fye twLw(0/(D•d)J/cos(fheta) Pa4 = 0.6 bo Fye tw/cos (theta) Pa5 = 0.577 Fye /(sin(tlrefa) /( (b - h) twJ + cos(theta) 1(6 b - L h) ) Rod Tensile Capacity • Pal (k) = 27.65 Web Punching Shear Cap. Pa4 (k) = 68.49 Web -to -Flange Weld Capacity Pa2 (k) = 37.77 Tensile Fracture of Web Pa5 (k) = 16.88 Pal = Rod Load capacity limited by rod tension, kips Pa2 = Rod Load capacity limited by web -to -flange wel capacity, kips Pa3 = Rod Load capacity limited by web shear, kips Pa4 = Rod Load capacity limited by web punching shear, kips Pa5 = Rod connection capacity limited by hillside bearing on web slot, kips Rod Fu = Rod ultimate tensile capacity, ksi Dia. = diameter of the rod, In. Fexx = Weld tensile strength, ksi Size = Weld size, in. B = Hillside washer length, in b = Hillside washer width, in L = Hillside slot length, In h = Hillsido slot width, in D = Depth of framing member, in d = Distance from centerline of hillside to Inside flange, in Fy = Web yield strength, ksi Web Fu = Web ultimate tensile capacity, ksi tw = Web thickness, in twr = Reinforced web thickness (backing plate + web th), In Ab = Rod area based on major thread diameter, In^2 = (Dia12)^2' Pi Sw = Weld throat, In = 0.707 weld size Lw = Effective weld length, in = B + 2 (d - b / 2) tan(30) bo = Net effective perimeter of hillside washer, In = 2 [ (B + b) - (L + h ) ) Fye = Effective yield strength o1 web, ksi = Fy + (2 / 3) ( Fu - Fy ) Theta = Tan^ -1 ( Col. Space / Bay Space) , degrees I( J ite ft (cw f L4vt4C LICg Pago 1 Web Direct Shear Capacity Pa3 (k) = 68.51 T W,€ Ind n '' C Mic 1 MEL .x83 25 6 50 65 0.19 0.187 38 25 1.3333 Rod Tensile Capacity • Pal (k) = 27.65 Web Punching Shear Cap. Pa4 (k) = 68.49 Web -to -Flange Weld Capacity Pa2 (k) = 37.77 Tensile Fracture of Web Pa5 (k) = 16.88 Pal = Rod Load capacity limited by rod tension, kips Pa2 = Rod Load capacity limited by web -to -flange wel capacity, kips Pa3 = Rod Load capacity limited by web shear, kips Pa4 = Rod Load capacity limited by web punching shear, kips Pa5 = Rod connection capacity limited by hillside bearing on web slot, kips Rod Fu = Rod ultimate tensile capacity, ksi Dia. = diameter of the rod, In. Fexx = Weld tensile strength, ksi Size = Weld size, in. B = Hillside washer length, in b = Hillside washer width, in L = Hillside slot length, In h = Hillsido slot width, in D = Depth of framing member, in d = Distance from centerline of hillside to Inside flange, in Fy = Web yield strength, ksi Web Fu = Web ultimate tensile capacity, ksi tw = Web thickness, in twr = Reinforced web thickness (backing plate + web th), In Ab = Rod area based on major thread diameter, In^2 = (Dia12)^2' Pi Sw = Weld throat, In = 0.707 weld size Lw = Effective weld length, in = B + 2 (d - b / 2) tan(30) bo = Net effective perimeter of hillside washer, In = 2 [ (B + b) - (L + h ) ) Fye = Effective yield strength o1 web, ksi = Fy + (2 / 3) ( Fu - Fy ) Theta = Tan^ -1 ( Col. Space / Bay Space) , degrees I( J ite ft (cw f L4vt4C LICg Pago 1 Web Direct Shear Capacity Pa3 (k) = 68.51 T PAGE NO. 1 ID: UNITED DOMINION BUILDINGS ************************************************** * * STAAD- III * Revision 20.0 * Proprietary Program of * RESEARCH ENGINEERS, Inc. * * Date= SEP 24, 1996 * * Time= 16: 4:12 * * * * * * * * USER ID: UNITED DOMINION BUILDINGS ************************************************** 1. STAAD PLANE ROOF BRACING ANALYSIS 2. * 3. * V A R C O- P R U D E N BUILDINGS PROPOSAL 4, * OR JOB NO. 5. * 6. *FOR PRICECOSTCO DATE 9-24-96 7. *AT TUKWILA, NY BY_TWM CKD 8. *DESCRIPTION ROOF BRACING ANALYSIS FILENAMETUKWILA 9. * 10.*********************************************************************** 11. * 12. * ****1994 UNIFORM BUILDING CODE W/**** 13. * WASHINGTON STATE AMENDMENTS 14. * 15.*********************************************************************** 16. UNITS FEET 17. SET NL 8 18. IGNORE LIST 19. * 20. PAGE LENGTH 55 21. * 22. JOINT COORDINATES 23. 1 0 0 0 24. 2 37.5 0 0 25. 3 75.5 0 0 6 189.5 0 0;7 227.0 0 0;8 0 17.0 0;9 37.5 17.0 0 26. 10 75.5 17.0 0 13 189.5 17.0 0;14 227.0 17.0 0;15 0 42.0 0 27. 16 37.5 42.0 0 20 189.5 42.0 0;21 227.0 42.0 0;22 0 67.0 0 28. 23 37.5 67.0 0 27 189.5 67.0 0;28 227.0 67.0 0;29 0 90.0 0 29. 30 37.5 90.0 0 34 189.5 90.0 0;35 227.0 90.0 0;36 0 115.0 0 30. 37 37.5 115.0 0 41 189.5 115.0 0;42 227.0 115.0 0;43 0 133.0 0 31. 44 37.5 133.0 0;45 75.5 133.0 0;46 94.0 133.0 0;47 113.5 133.0 0 32. 48 151.5 133.0 0;49 189.5 133.0 0;50 227.0 133.0 0;51 94.0 157.0 0 33. 52 113.5 157.0 0;53 151.5 157.0 0;54 189.5 157.0 0;55 227.0 157.0 0 34. MEMBER INCIDENCES 35. * 36. * CHORD BEAMS & DRAG STRUT 37. 1 1 2 6;7 43 44 10;11 51 52 14 38. 20 1 8;21 8 15;22 15 22;23 22 29;24 29 36;25 36 43 • ROOF BRACING ANALYSIS -- PAGE NO. 2 * ID: UNITED DOMINION BUILDINGS 39. 26 46 51;27 7 14;28 14 21;29 21 28;30 28 35;31 35 42;32 42 50 4: 40. 33 50 55;80 47 48 82 41. * FRAMES 42. 100 2 9;101 9 16;102 16 23;103 23 30;104 30 37;105 37 44 43. 106 3 10;107 10 17;108 17 24;109 24 31;110 31 38;111 38 45 44. 112 4 11;113 11 18;114 18 25;115 25 32;116 32 39;117 39 47;118 47 52 45. 119 5 12;120 12 19;121 19 26;122 26 33;123 33 40;124 40 48;125 48 53 46. 126 6 13;127 13 20;128 20 27;129 2.7 34;130 34 41;131 41 49;132 49 54 47. * 48. * STRUT JOISTS 49. * 50. 50 8 9 55;56 15 16 61;62 22 23 67;68 29 30 73;74 36 37 79 51. * 52. * RODS 53. * 54. 200 1 9 205;206 8 16 211;212 15 23 217;218 22 30 223;224 29 37 229 55. 230 36 44 231;232 38 47 235;236 46 52 239 56. 300 2 8 305;306 9 15 311;312 16 22 317;318 23 29 323;324 30 36 329 57. 330 37 43. 332;333 40 47 335;336 47 51 339 58. UNITS KIP INCHES 59. * 60. SUPPORTS 61. * 62. 1 7 43 55 PINNED 63. * LINE A, B & H 64. 2 TO 6 44 TO 46 51 TO 54 FIXED BUT FY FZ MX MY MZ 65. * LINE 1 & 8 66. 8 15 22 29 36 14 21 28 35 42 50 FIXED BUT FX FZ MX MY MZ 67. * 68. MEMBER RELEASES 69. * 70. * END RELEASE MAIN FRAME RAFTERS & CHORD BEAMS 71. 20 100 106 112 119 126 9 27 START YY MZ 72. 25 27 10 105 111 118 125 132 END kn AZ 73. * 74. MEMBER TRUSS 75. * SIDEWALL CHORD BEAMS & DRAG STRUT 76. 1 TO 8 11 TO 14 26 80 TO 82 77. MEMBER TRUSS 78. * STRUT JOISTS 79. 50 TO 79 80. * ALL RODS ARE TENSION ONLY 81. MEMBER TENSION 82. 200 TO 239 300 TO 339 83. * 84. UNITS KIP INCH 85. * 86. CONSTANTS 87. E 29000 ALL 88. POISSON 0.3 ALL 89. DENSITY 0.283E-3 ALL 90. * ;,91. MEMBER PROPERTIES c L ROOF BRACING ANALYSIS 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 141. 122. 123. 124. 125. 126. -- PAGE NO. 3 ID: UNITED DOMINION BUILDINGS * * CHORD BEAMS & DRAG STRUT 1 TO 14 80 TO 82 PRI AX 7.7 IX 1. IY 500. IZ 500. 20 TO 33 PRI AX 10 IX 1. IY 400. IZ 400. * * TOP CHORD OF STRUT JOISTS 50 TO 79 PRI AX 1.42 IX 1. IY 1. IZ 1. * * FRAMES GRIDS B TO H 100 TO 132 PRI AX 8.00 IX 1. IY 20. IZ 20. * * ROD BRACING AREA(S) * 1/2" ROD: AREA = .1963 IN2 * 5/8" ROD: AREA = .3068 IN2 * 3/4" ROD: AREA = .4418 IN2 * 7/8" ROD: AREA = .6013 IN2 * 1" ROD: AREA = .7854 IN2 * 200 205 201 219 300 305 301 319 * UNITS KIP FEET * NOTE -- REFERENCE NORTH WALL IS GRID A * LOADING 1 WIND LOAD ACTING SOUTH MEMBER LOADS 7 TO 9 11 TO 14 UNI GY -0.181 1 TO 6 UNI GY -0.113 PERFORM ANALYSIS 206 212 218 224 230 236 PRI AX .7854 211 217 223 229 235 239 PRI AX .7854 TO 204 207 TO 210 213 TO 216 PRI AX TO 222 225 TO 228 231 TO 234 237 238 306 312 318 324 33 311 317 323 329 33 TO 304 307 TO 310 TO 322 325 TO 328 0 336 PRI AX .7854 5 339 PRI AX .7854 313 TO 316 PRI AX 331 TO 334 337 338 IX 1. IY 1. IZ 1. IX 1. IY 1. IZ 1. .7854 IX 1. IY 1. IZ 1. PRI AX .7854 IX 1. IY 1. IZ 1. IX 1. IY 1. IZ 1. IX 1. IY 1. IZ 1. .7854 IX 1. IY 1. IZ 1. PRI AX .7854 IX 1. IY 1. IZ 1. PROBLEMSTATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 55/ 174/ 27 ORIGINAL/FINAL BAND -WIDTH = 9/ 9 TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 134 SIZE OF STIFFNESS MATRIX = 3350 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.30/ 426.4 MB, EXMEM = 29.34 MB PROCESSING ELEMENT STIFFNESS MATRIX. PROCESSING GLOBAL STIFFNESS MATRIX. PROCESSING TRIANGULAR FACTORIZATION. CALCULATING JOINT DISPLACEMENTS. PROCESSING ELEMENT STIFFNESS MATRIX. PROCESSING GLOBAL STIFFNESS MATRIX. 16: 4:14 16: 4:14 16: 4:15 16: 4:15 16: 4:15 16: 4:15 ROOF BRACING ANALYSIS -- PAGE NO. 4 * ID: UNITED DOMINION BUILDINGS ++ PROCESSING TRIANGULAR FACTORIZATION. 16: 4:15 ++ CALCULATING JOINT DISPLACEMENTS. 16: 4:16 111[CALCULATING MEMBER FORCES. 16: 4:16 127. CHANGES 128. * 129. LOADING 2 WIND LOAD ACTING NORTH 130. MEMBER LOADS 131. 7 TO 9 11 TO 14 UNI GY 0.113 132. 1 TO 6 UNI GY 0.181 133. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. C 134. CHANGES 135. * 136. LOADING 3 WIND LOAD ACTING EAST 137. MEMBER LOADS 138. 20 TO 26 UNI GX 0.181 1.39. 27 TO 33 UNI GX 0.113 140. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. 141. CHANGES 142. * 143. LOADING 4 WIND LOAD ACTING WEST 144. MEMBER LOADS 145. 20 TO 26 UNI GX -0.113 146. 27 TO 33 UNI GX -0.181 147. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ,L+ PROCESSING ELEMENT STIFFNESS MATRIX. PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. 16: 4:16 16: 4:16 16: 4:17 16: 4:17 16: 4:17 16: 4:17 16: 4:18 16: 4:18 16: 4:18 16: 4:18 16: 4:19 16: 4:19 16: 4:19 16: 4:19 16: 4:19 16: 4:20 16: 4:20 16: 4:20 16: 4:20 16: 4:21 16: 4:21 16: 4:21 16: 4:21 16: 4:22 16: 4:22 16: 4:22 ROOF BRACING ANALYSIS * ++ CALCULATING MEMBER FORCES. (148. CHANGES 149. 150. LOADING 5 SEISMIC LOAD ACTING SOUTH 151. MEMBER LOADS 152. 7 TO 9 UNI GY -0.220 153. 11 TO 14 UNI GY -0.248 154. 1 2 UNI GY -0.220 155. 3 TO 6 UNI GY -0.247 156. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. 157. CHANGES 158. * 159. LOADING 6 SEISMIC LOAD ACTING NORTH 160. MEMBER LOADS 161. 7 TO 9 UNI GY 0.220 162. 11 TO 14 UNI GY 0.248 163. 1 2 UNI GY 0.220 164. 3 TO 6 UNI GY 0.247 165. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. 166. CHANGES 167. * 168. LOADING 7 SEISMIC LOAD ACTING EAST 169. MEMBER LOADS 170. 20 TO 25 UNI GX 0.278 171. 26 UNI GX 0.230 172. 27 TO 32 UNI GX 0.277 173. 33 UNI GX 0.230 174. PERFORM ANALYSIS ..:+ PROCESSING ELEMENT STIFFNESS MATRIX. PROCESSING GLOBAL STIFFNESS MATRIX. t+ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. -- PAGE NO. 5 ID: UNITED DOMINION BUILDINGS 16: 4:22 16: 4:23 16: 4:23 16: 4:23 16: 4:23 16: 4:23 16: 4:24 16: 4:24 16: 4:24 16: 4:24 16: 4:25 16: 4:25 16: 4:25 16: 4:25 16: 4:26 16: 4:26 16: 4:26 16: 4:26 16: 4:26 16: 4:27 16: 4:27 16: 4:27 16: 4:27 ROOF BRACING ANALYSIS * ++ PROCESSING ELEMENT STIFFNESS MATRIX. 111( + PROCESSING GLOBAL STIFFNESS MATRIX. • PROCESSING TRIANGULAR FACTORIZATION. + CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. 175. CHANGES 176. * 177. LOADING 8 SEISMIC LOAD ACTING WEST 178. MEMBER LOADS 179. 20 TO 25 UNI GX -0.278 180. 26 UNI GX -0.230 181. 27 TO 32 UNI GX -0.277 182. 33 UNI GX -0.230 183. PERFORM ANALYSIS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. -- PAGE NO. 6 ID: UNITED. DOMINION BUILDINGS 16: 4:28 16: 4:28 16: 4:28 16: 4:28 16: 4:28 16: 4:29 16: 4:29 16: 4:29 16: 4:29 16: 4:30 16: 4:30 16: 4:30 16: 4:30 16: 4:31 184. CHANGES if 184. * 186. LOAD LIST ALL 187. * 188. * DISPLACEMENTS 189. PRINT JOINT DISP LIST 3 TO 5 45 52 53 15 22 36 29 21 28 35 42 J. ROOF BRACIN'. ..TALYSIS 4: ;DINT DISPLACE..:;NT (INCH RADIANS) JOINT LOAD X-'•RANS Y -TRANS 3 1 0 00000 -0.77570 2 .0000 0.80435 3 !' 00000 -0.00480 4 0.00000 0.00063 5 0 00000 -1.25265 6 C, 0000 1.27790 7 0.00000 -0.01967 8 0,.00000 -0.00158 4 1 0,00000 -0.86392 2 0.00000 0.88495 3 0.00000 -0.00535 4 0.00000 0.00226 5 0.00000 -1.40774 6 0.00000 1.43340 7 0.00000 -0.01587 8 0.00000 0.00257 5 1 0.00000 -0.75315 2 0.00000 0.77959 3 0.00000 -0.00259 4 0.00000 0.01399 5 0.00000 -1.24022 6 0,_00000 1.27215 7 0 00000 -0.00662 8 0. 00000 0.00766 45 1 0.00000 -0.78976 2 ' 00000 0.78236 3 0000 -0.01016 4 0000 -0.00673 5 0000 -1.26204 6 .,0000 1.25345 7 "0000 -0.03025 8 0.:.0000 -0.01688 52 1 12 ;00000 -0.88970 2 :0000 0.87161 3 00000 -0.01225 4 0.00000 -0.00305 5 0.00000 -1.43056 6 0,00000 1.42939 7 000000 -0.03008 8 0.00000 -0.00844 53 1 0.00000 -0.77582 2 0.00000 0.75477 3 0 00000 -0.00953 4 c; ,0000 0.00905 5 .0000 -1.25973 -- PAGE NO. 7 ID: UNITED DOMINION BUILDINGS STRUCTURE TYPE = PLANE 2 -TRANS 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 X-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Y-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000. 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Z-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00.000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 ROOF BRACING ANALYSIS TOINT DISPLACEMENT (INCH RADIANS) .Y JOINT LOAD X -TRANS 6 7 8 15 1 2 3 4 5 6 7 8 22 1 2 3 4 5 6 7 8 36 1 2 3 4 5 6 7 8 29 1 2 3 4 5 6 7 8 21 1 2 3 4 5 6 7 8 28 1 2 0.00000 0.00000 0.00000 0.12305 0.12725 0.27235 - 0.15314 0.19953 0.20587 0.46083 - 0.30403 0.. 13080 0.12546 0.32998 - 0.17923 0.21203 0.20325 0.54197 -0.34964 0.10462 0.08642 0.17540 - 0.07664 0.16871 0.13914 0.29086 - 0.16366 0.12441 0.12285 0.26703 -0.15822 0.20133 0.19878 0.43906 - 0.31717 -0.12228 - 0.12924 0.14715 -0.28129 - 0.20166 - 0.21392 0.30060 - 0.46964 - 0.13350 - 0.13218 Y -TRANS 1.24903 -0.02164 -0.00109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -- PAGE NO. 8 ID: UNITED DOMINION BUILDINGS STRUCTURE TYPE = PLANE Z -TRANS X-ROTAN Y-ROTAN Z-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00005 0.00004 -0.00024 0.00019 -0.00008 0.00006 - 0.00038 0.00032 0.00001 - 0.00001 0.00011 - 0.00005 0.00002 - 0.00001 0.00021 - 0.00010 0.00030 0.00029 0.00068 -0.00040 0.00048 0.00046 0.00111 -0.00085 -0.00001 0.00003 0.00015 -0.00011 -0.00001 0.00005 0.00024 -0.00015 0.00009 0.00003 -0.00006 0.00016 0.00015 0.00006 -0.00004 0.00021 -0.00001 0.00000 ROOF BRACING ANALYSIS * -- PAGE NO. 9 ID: UNITED DOMINION BUILDINGS 1OINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS 3 0.16905 4 -0.34818 5 -0.21971 6 -0.21926 7 0.33608 8 -0.55086 35 1 -0.12957 2 -0.13190 3 0.15334 4 -0.28920 5 -0.21277 6 -0.21917 7 0.30723 8 -0.47811 42 1 -0.11247 2 -0.10299 3 0.08046 4 -0.19473 5 -0.18432 6 -0.17142 7 0.17307 8 -0.32790 Y -TRANS Z -TRANS X-ROTAN Y-ROTAN Z-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.000,00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 ************** END OF LATEST ANALYSIS RESULT ************** 190. * 191. * CHORD BEAM & DRAG STRUT FORCES 192. PRINT MEM FORCES LIST 1 TO 14 20 TO 33 80 TO 82 0.00002 - 0.00007 - 0.00002 0.00001 0.00007 - 0.00010 0.00002 - 0.00002 0.00007 - 0.00013 0.00003 - 0.00003 0.00007 - 0.00015 - 0.00029 -0.00022 0.00046 - 0.00081 - 0.00047 - 0.00036 0.00096 - 0.00129 ROOF BRACING ANALYSIS -- PAGE NO. 10 * ID: UNITED DOMINION BUILDINGS tEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 0.00 2.12 0.00 0.00 0.00 0.00 2 0.00 2.12 0.00 0.00 0.00 0.00 2 1 0.00 -3.39 0.00 0.00 0.00 0.00 2 0.00 -3.39 0.00 0.00 0.00 0.00 3 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 4 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 5 1 0.00 4.13 0.00 0.00 0.00 0.00 2 0.00 4.13 0.00 0.00 0.00 -••0.00 6 1 0.00 -4.13 0.00 0.00 0.00 0.00 2 0.00 -4.13 0.00 0.00 0.00 0.00 7 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 8 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 2 1 2 0.00 2.15 0.00 0.00 0.00 0.00 3 0.00 2.15 0.00 0.00 0.00 0.00 2 2 0.00 -3.44 0.00 0.00 0.00 0.00 3 0.00 -3.44 0.00 0.00 0.00 0.00' 3 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 5 2 0.00 4.18 0.00 0.00 0.00 0.00 3 0.00 4.18 0.00 0.00 0.00 0.00 6 2 0.00 -4.18 0.00 0.00 0.00 0.00 3 0.00 -4.18 0.00 0.00 0.00 0.00 7 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 8 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 3 1 3 0.00 2.15 0.00 0.00 0.00 0.00 4 0.00 2.15 0.00 0.00 0.00 0.00 2 3 0.00 -3.44 0.00 0.00 0.00 0.00 4 0.00 -3.44 0.00 0.00 0.00 0.00 3 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 4 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 11 * ID: UNITED DOMINION BUILDINGS [EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 3 0.00 4.69 0.00 0.00 0.00 0.00 4 0.00 4.69 0.00 0.00 0.00 0.00 6 3 0.00 -4.69 0.00 0.00 0.00 0.00 4 0.00 -4.69 0.00 0.00 0.00 0.00 7 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 8 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 4 1 4 0.00 2.15 0.00 0.00 0.00 0.00 5 0.00 2.15 0.00 0.00 0.00 0.00 2 4 0.00 -3.44 0.00 0.00 0.00 0.00 5 0.00 -3.44 0.00 0.00 0.00 0.00 3 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 4 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 5 4 0.00 4.69 0.00 0.00 0.00 0.00 5 0.00 4.69 0.00 0.00 0.00 0.00 6 4 0.00 -4.69 0.00 0.00 0.00 0.00 5 0.00 -4.69 0.00 0.00 0.00 0.00 7 4 0.00 0.00 0.00 0.00 0.00 •••0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 8 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 5 1 5 0.00 2.15 0.00 C 0 0.00 0.00 6 0.00 2.15 0.00 0 '.►0 0.00 0.00 2 5 0.00 -3.44 0.00 0•. 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0.00 -2.15 0.00 0.00 0.00 0.00 54 0.00 -2.15 0.00 0.00 0.00 0.00 3 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 1.00 0.00 0.00 4 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 5 53 0.00 4.71 0.00 0.00 0.00 0.00 54 0.00 4.71 0.00 0.00 0.00 0.00 6 53 0.00 -4.71 0.00 0..00 0.00 0.00 54 0.00 -4.71 0.00 0.00 0.00 0.00 7 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 8 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 15 * ID: UNITED DOMINION BUILDINGS q( [EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 14 1 54 0.00 3.39 0.00 0.00 0.00 0.00 55 0.00 3.39 0.00 0.00 0.00 0.00 2 54 0.00 -2.12 0.00 0.00 0.00 0.00 55 0.00 -2.12 0.00 0.00 0.00 0.00 3 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 4 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 5 54 0.00 4.65 0.00 0.00 0.00 0.00 55 0.00 4.65 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0.00 0.00 0.00 -4.97 15 0.00 -1.43 0.00 0.00 0.00 5.44 5 8 0.00 -0.10 0.00 0.00 0.00 -2.48 15 0.00 0.10 0.00 0.00 0.00 0.09 ROOF BRACING ANALYSIS -- PAGE NO. 16 * ID: UNITED DOMINION BUILDINGS 'EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 8 0.00 -0.20 0.00 0.00 0.00 -4.45 15 0.00 0.20 0.00 0.00 0.00 -0.58 7 8 0.00 3.12 0.00 0.00 0.00 7.33 15 0.00 3.83 0.00 0.00 0.00 -16.17 8 8 0.00 -3.39 0.00 0.00 0.00 -11.71 15 0.00 -3.56 0.00 0.00 0.00 13.93 22 1 15 0.00 0.01 0.00 0.00 0.00 -0.05 22 0.00 -0.01 0.00 0.00 0.00 0.36 2 15 0.00 0.02 0.00 0.00 0.00 0.37 22 0.00 -0.02 0.00 0.00 0.00 0..08 3 15 0.00 2.46 0.00 0.0,0 0.00 10.72 22 0.00 2.07 0.00 0.00 0.00 -5.83 4 15 0.00 -1.44 0.00 0.00 0.00 -5.44 22 0.00 -1.39 0.00 0.00 0.00 4.82 5 15 0.00 0.02 0.00 0.00 0.00 -0.09 22 0.00 -0.02 0.00 0.00 0.00 0.58 6 15 0.00 0.03 0.00 0.00 0.00 0.58 22 0.00 -0.03 0.00 0.00 0.00 0.13 7 15 0.00 3.76 0.00 0.00 0.00 16.17 22 0.00 3.19 0.00 0.00 0.00 -9.02 8 15 0.00 -3.54 0.00 0.00 0.00 -13.9.3 22 0.00 -3.41 0.00 0.00 0.00 12.27 23 1 22 0.00 -0.04 0.00 0.00 0.00 -0.36 29 0.00 0.04 0.00 0.00 0.00 -0.52 2 22 0.00 0.00 0.00 0.00 0.00 -0.08 29 0.00 0.00 0.00 0.00 0.00 0.15 3 22 0.00 1.91 0.00 0.00 0.00 5.83 29 0.00 2.26 0.00 0.00 0.00 -9.86 4 22 0.00 -1.31 0.00 0.00 0.00 -4.82 29 0.00 -1.29 0.00 0.00 0.00 4.68 5 22 0.00 -0.06 0.00 0.00 0.00 -0.58 29 0.00 0.06 0.00 0.00 0.00 -0.83 6 22 0.00 0.01 0.00 0.00 0.00 -0.13 29 0.00 -0.01 0.00 0.00 0.00 0.26 7 22 0.00 2.93 0.00 0.00 0.00 9.02 29 0.00 3.47 0.00 0.00 0.00 -15.23 8 22 0.00 -3.21 0.00 0.00 0.00 -12.27 29 0.00 -3.18 0.00 0.00 0.00 11.94 24 1 29 0.00 0.12 0.00 0.00 0.00 0.52 36 0.00 -0.12 0.00 0.00 0.00 2.50 2 29 0.00 0.05 0.00 0.00 0.00 -0.15 36 0.00 -0.05 0.00 0.00 0.00 1.52 C ROOF BRACING ANALYSIS -- PAGE NO. 17 * ID: UNITED DOMINION BUILDINGS 'EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 29 0.00 2.43 0.00 0.00 0.00 9.86 36 0.00 2.09 0.00 0.00 0.00 -5.58 4 29 0.00 -1.39 0.00 0.00 0.00 -4.68 36 0.00 -1.43 0.00 0.00 0.00 5.22 5 29 0.00 0.19 0.00 0.00 0.00 0.83 36 0.00 -0.19 0.00 0.00 0.00 4.02 6 29 0.00 0.09 0.00 0.00 0.00 -0.26 36 0.00 -0.09 0.00 0.00 0.00 2.43 7 29 0.00 3.76 0.00 0.00 0.00 15.23 36 0.00 3.19 0.00 0.00 0.00 -8.12 8 29 0.00 -3.45 0.00 0.00 0.00 11..94 36 0.00 -3.50 0.00 0.0,0 0.00 12.49 25 1 36 0.00 -0.14 0.00 0.00 0.00 -2.50 43 0.00 0.14 0.00 0.00 0.00 0.00 2 36 0.00 -0.08 0.00 0.00 0.00 -1.52 43 0.00 0.08 0.00 0.00 0.00 0.00 3 36 0.00 1.94 0.00 0.00 0.00 5.58 43 0.00 1.32 0.00 0.00 0.00 0.00 4 36 0.00 -1.31 0.00 0.00 0.00 -5.22 43 0.00 -0.73 0.00 0.00 0.00 0.00 5 36 0.00 -0.22 0.00 0.00 0.00 -4.02 43 0.00 0.22 0.00 0.00 0.00 0.00 6 36 0.00 -0.13 0.00 0.00 0.00 -2.43 43 0.00 0.13 0.00 0.00 0.00 0.00 7 36 0.00 2.95 0.00 0.00 0.00 8.12 43 0.00 2.05 0.00 0.00 0.00 0.00 8 36 0.00 -3.20 0.00 0.00 0.00 -12.49 43 0.00 -1.81 0.00 0.00 0.00 0.00 26 1 46 1.76 0.00 0.00 0.00 0.00 0.00 51 -1.76 0.00 0.00 0.00 0.00 0.00 2 46 0.59 0.00 0.00 0.00 0.00 0.00 51 -0.59 0.00 0.00 0.00 0.00 0.00 3 46 0.12 2.17 0.00 0.00 0.00 0.00 51 -0.12 2.17 0.00 0.00 0.00 0.00 4 46 0.00 -1.36 0.00 0.00 0.00 0.00 51 0.00 -1.36 0.00 0.00 0.00 0.00 5 46 2.42 0.00 0.00 0.00 0.00 0.00 51 -2.42 0.00 0.00 0.00 0.00 0.00 6 46 1.11 0.00 0.00 0.00 0.00 0.00 51 -1.11 0.00 0.00 0.00 0.00 0.00 7 46 0.23 2.76 0.00 0.00 0.00 0.00 51 -0.23 2.76 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 18 * ID: UNITED DOMINION BUILDINGS r` !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 8 46 0.00 -2.76 51 0.00 -2.76 0.00 0.00 0.00 0.00 27 1 7 0.00 0.00 0.00 14 0.00 0.00 0.00 2 7 0.00 0.00 0.00 14 0.00 0.00 0.00 3 7 0.00 0.96 0.00 14 0.00 0.96 0.00 4 7 0.00 -1.54 0.00 14 0.00 -1.54 0.00 5 7 0.00 0.00 0.00 14 0.00 0.00 0.00 6 7 0.00 0.00 0.00 14 0.00 0.00 0.00 7 7 0.00 2.35 0.00 14 0.00 2.35 0.00 8 7 0.00 -2.35 0.00 14 0.00 -2.35 0.00 / :8 1 14 0.00 -0.02 0.00 21 0.00 0.02 0.00 2 14 0.00 -0.01 0.00 21 0.00 0.01 0.00 3 14 0.00 1.15 0.00 21 0.00 1.68 0.00 4 14 0.00 -1.78 0.00 21 0.00 -2.75 0.00 5 14 0.00 -0.03 0.00 21 0.00 0.03 0.00 6 14 0.00 -0.02 0.00 21 0.00 0.02 0.00 7 14 0.00 2.80 0.00 21 0.00 4.13 0.00 8 14 0.00 -2.76 0.00 21 0.00 -4.17 0.00 29 1 21 0.00 0.00 0.00 28 0.00 0.00 0.00 2 21 0.00 0.01 0.00 28 0.00 -0.01 0.00 3 21 0.00 1.49 0.00 28 0.00 1.33 0.00 4 21 0.00 -2.53 0.00 ,i?,. 28 0.00 -1.99 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •-0.39 0.00 0.00 0.00 --0.25 0.00 0.00 0.00 6.64 0.00 %.00 0.00 '..09 0.00 0.00 •-0.65 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 -16.60 0.00 0.00 0.00 17.68 0.00 0.39 0.00 -0.28 0.00 0.25 0.00 0.06 0.00 6.64 0.00 -4.59 0.00 -12.09 0.00 5.31 c ALL UNITS ARE -- KIP FEET ROOF BRACING ANALYSIS -- PAGE NO. 19 * ID: UNITED DOMINION BUILDINGS [EMBER END FORCES STRUCTURE TYPE = PLANE MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z C 5 21 0.00 0.01 0.00 0.00 0.00 0.65 28 0.00 -0.01 0.00 0.00 0.00 -0.46 6 21 0.00 0.02 0.00 0.00 0.00 0.42 28 0.00 -0.02 0.00 0.00 0.00 0.10 7 21 0.00 3.67 0.00 0.00 0.00 16.60 28 0.00 3.26 0.00 0.00 0.00 -11.51 8 21 0.00 -3.80 0.00 0.00 0.00 -17.68 28 0.00 -3.12 0.00 0.00 0.00 9.17 30 1 28 0.00 0.03 0.00 0.00 0.00 0.28 35 0.00 -0.03 0.00 0.00 0.00 -0.50 2 28 0.00 -0.01 0.00 0.00 0.00 -0.06 35 0.00 0.01 0.00 0.00 0.00 -0.21 3 28 0.00 1.28 0.00 0.00 0.00 4.59 35 0.00 1.32 0.00 0.00 0.00 -5.04 4 28 0.00 -1.87 0.00 0.00 0.00 -5.31 35 0.00 -2.29 0.00 0.00 0.00 10.20 5 28 0.00 0.06 0.00 0.00 0.00 0.46 35 0.00 -0.06 0.00 0.00 0.00 0.82 6 28 0.00 -0.02 0.00 0.00 0.00 -0.10 35 0.00 0.02 0.00 0.00 0.00 -0.36 7 28 0.00 3.13 0.00 0.00 0.00 11.51 35 0.00 3.25 0.00 0.00 0.00 -12.90 8 28 0.00 -2.93 0.00 0.00 0.00 -9.17 35 0.00 -3.44 0.00 0.00 0.00 14.95 31 1 35 0.00 -0.12 0.00 0.00 0.00 -0.50 42 0.00 0.12 0.00 0.00 0.00 -2.49 2 35 0.00 -0.03 0.00 0.00 0.00 0.21 42 0.00 0.03 0.00 0.00 0.00 -1.08 3 35 0.00 1.44 0.00 0.00 0.00 5.04 42 0.00 1.38 0.00 0.00 0.00 -4.24 4 35 0.00 -2.50 0.00 0.00 0.00 10..20 42 0.00 -2.03 0.00 0.00 0.00 4.29 5 35 0.00 -0.20 0.00 0.00 0.00 -0.82 42 0.00 0.20 0.00 0.00 0.00 -4.08 6 35 0.00 -0.06 0.00 0.00 0.00 0.36 42 0.00 0.06 0.00 0.00 0.00 -1.80 7 35 0.00 3.57 0.00 0.00 0.00 12.90 42 0.00 3.36 0.00 0.00 0.00 -10.24 8 35 0.00 -3.80 0.00 0.00 0.00 -14.95 42 0.00 -3.13 0.00 0.00 0.00 6.54 32 1 42 0.00 0.26 0.00 0.00 0.00 2.49 50 0.00 -0.26 0.00 0.00 0.00 2.23 ROOF BRACING ANALYSIS -- PAGE NO. 20 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 42 0.00 0.11 0.00 50 0.00 -0.11 0.00 3 42 0.00 0.89 0.00 50 0.00 1.14 0.00 4 42 0.00 -1.21 0.00 50 0.00 -2.04 0.00 5 42 0.00 0.43 0.00 50 0.00 -0.43 0.00 6 42 0.00 0.18 0.00 50 0.00 -0.18 0.00 7 42 0.00 2.29 0.00 50 0.00 2.69 0.00 8 42 0.00 -1.93 0.00 50 0.00 -3.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 1 50 0.00 -0.09 0.00 0.00 55 0.00 0.09 0.00 0.00 2 50 0.00 -0.04 0.00 0.00 55 0.00 0.04 0.00 0.00 3 50 0.00 1.63 0.00 0.00 55 0.00 1.08 0.00 0.00 4 50 0.00 -2.66 0.00 0.00 55 0.00 -1.68 0.00 0.00 5 50 0.00 -0.15 0.00 0.00 55 0.00 0.15 0.00 0.00 6 50 0.00 -0.06 0.00 0.00 55 0.00 0.06 0.00 0.00 7 50 0.00 3.34 0.00 0.00 55 0.00 2.18 0.00 0.00 8 50 0.00 -3.45 0.00 0.00 55 0.00 -2.07 0.00 0.00 0.00 1.08 0.00 0.87 0.00 4.24 0.00 -6.51 0.00 -4.29 0.00 11.77 0.00 4.08 0.00 3.66 0.00 1.80 0.00 1.44 0.00 10.24 0.00 -13.83 0.00 -6.54 0.00 16.59 0.00 -2.23 0.00 0.00 0.00 -0.87 0.00 0.00 0.00 6.51 0.00 0.00 0.00 -11.77 0.00 0.00 0.00 -3.66 0.00 0.00 0.00 -1.44 0.00 0.00 0.00 13.83 0.00 0.00 0.00 -16.59 0.00 0.00 80 1 47 0.93 0.00 0.00 0.00 0.00 40.00 48 -0.93 0.00 0.00 0.00 0.00 0.00 2 47 4.69 0.00 0.00 0.00 0.00 0.00 48 -4.69 0.00 0.00 0.00 0.00 0.00 3 47 -4.99 0.00 0.00 0.00 0.00 0.00 48 4.99 0.00 0.00 0.00 0.00 0.00 4 47 10.15 0.00 0.00 0.00 0.00 0.00 48 -10.15 0.00 0.00 0.00 0.00 0.00 5 47 1.40 0.00 0.00 0.00 0.00 0.00 48 -1.40 0.00 0.00 0.00 0.00 0.00 6 47 7.58 0.00 0.00 0.00 0.00 0.00 48 -7.58 0.00 0.00 0.00 0.00 0.00 c ROOF BRACING ANALYSIS -- PAGE NO. 21 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 47 -10.64 0.00 0.00 0.00 0.00 0.00 48 10.64 0.00 0.00 0.00 0.00 0.00 8 47 16.55 0.00 0.00 0.00 0.00 0.00 48 -16.55 0.00 0.00 0.00 0.00 0.00 81 1 48 4.37 0.00 0.00 0.00 0.00 0.00 49 -4.37 0.00 0.00 0.00 0.00 0.00 2 48 6.98 0.00 0.00 0.00 0.00 0.00 49 -6.98 0.00 0.00 0.00 0.00 0.00 3 48 -3.39 0.00 0.00 0.00 0.00 0.00 49 3.39 0.00 0.00 0.00 0.00 0.00 4 48 8.60 0.00 0.00 0.00 0.00 0.00 49 -8.60 0.00 0.00 0.00 0.00 0.00 5 48 7.12 0.00 0.00 0.00 0.00 0.00 49 -7.12 0.00 0.00 0.00 0.00 0.00 6 48 11.51 0.00 0.00 0.00 0.00 0.00 49 -11.51 0.00 0.00 0.00 0.00 0.00 7 48 -7.37 0.00 0.00 0.00 0.00 0.00 49 7.37 0.00 0.00 0.00 0.00 0.00 8 48 13.88 0.00 0.00 0.00 0.00 0.00 49 -13.88 0.00 0.00 0.00 0.00 0.00 82 1 49 9.02 0.00 0.00 0.00 0.00 0.00 50 -9.02 0.00 0.00 0.00 0.00 0.00 2 49 7.60 0.00 0.00 0.00 0.00 0.00 50 -7.60 0.00 0.00 0.00 0.00 0.00 3 49 -1.95 0.00 0.00 0.00 0.00 0.00 50 1.95 0.00 0.00 0.00 0.00 0.00 4 49 7.58 0.00 0.00 0.00 0.00 0.00 50 -7.58 0.00 0.00 0.00 0.00 0.00 5 49 14.77 0.00 0.00 0.00 0.00 0.00 50 -14.77 0.00 0.00 0.00 0.00 0.00 6 49 12.68 0.00 0.00 0.00 0.00 0.00 50 -12.68 0.00 0.00 0.00 0.00 0.00 7 49 -4.35 0.00 0.00 0.00 0.00 0.00 50 4.35 0.00 0.00 0.00 0.00 0.00 8 49 11.69 0.00 0.00 0.00 0.00 0.00 50 -11.69 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 22 ID: UNITED DOMINION BUILDINGS AU************* END OF LATEST ANALYSIS RESULT 193. * 194. * ROD FORCES - ALL BAYS 195. PRINT MEM FORCES LIST 200 TO 239 300 TO 339 ROOF BRACING ANALYSIS -- PAGE NO. 23 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT• AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 200 1 1 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 2 1 -10.75 0.00 0.00 0.00 0.00 0.00 9 10.75 0.00 0.00 0.00 0.00 0.00 3 1 -4.73 0.00 0.00 0.00 0.00 0.00 9 4.73 0.00 0.00 0.00 0.00 0.00 4 1 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 5 1 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0:00 6 1 -17.01 0.00 0.00 0.00 0.00 0.00 9 17.01 0.00 0.00 0.00 0.00 0.00 7 1 -8.16 0.00 0.00 0.00 0.00 0.00 9 8.16 0.00 0.00 0.00 0.00 0.00 8 1 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 201 1 2 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 L. 2 2 -4.99 0.00 0.00 0.00 0.00 0.00 10 4.99 0.00 0.00 0.00 0.00 0.00 3 2 -3.49 0.00 0.00 0.00 0.00 0.00 10 3.49 0.00 0.00 0.00 0.00 0.00 4 2 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 5 2 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 6 2 -8.29 0.00 0.00 0.00 0.00 0.00 10 8.29 0.00 0.00 0.00 0.00 0.00 7 2 -6.11 0.00 0.00 0.00 0.00 0.00 10 6.11 0.00 0.00 0.00 0.00 0.00 8 2 0.00 0.00 0.00 0.00 0.00 -0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 202 1 3 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 2 3 -1.40 0.00 0.00 0.00 0.00 0.00 11 1.40 0.00 0.00 0.00 0.00 0.00 3 3 -2.92 0.00 0.00 0.00 0.00 0.00 11 2.92 0.00 0.00 0.00 0.00 0.00 4 3 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 24 * ID: UNITED DOMINION BUILDINGS 1EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 3 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 6 3 -2.68 0.00 0.00 0.00 0.00 0.00 11 2.68 0.00 0.00 0.00 0.00 0.00 7 3 -5.57 0.00 0.00 0.00 0.00 0.00 11 5.57 0.00 0.00 0.00 0.00 0.00 8 3 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 203 1 4 -2.01 0.00 0.00 0.00 0.00 0.00 12 2.01 0.00 0.00 0.00 0.00 0.00 2 4 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 3 4 -2.73 0.00 0.00 0.00 0.00 0.00 12 2.73 0.00 0.00 0.00 0.00 0.00 4 4 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 5 4 -3.08 0.00 0.00 0.00 0.00 0.00 12 3.08 0.00 0.00 0.00 0.00 0.00 6 4 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 7 4 -5.42 0.00 0.00 0.00 0.00 •-0.00 12 5.42 0.00 0.00 0.00 0.00 0.00 8 4 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 204 1 5 -4.30 0.00 0.00 0.00 0.00 0.00 13 4.30 0.00 0.00 0.00 0.00 0.00 2 5 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 3 5 -2.73 0.00 0.00 0.00 0.00 0.00 13 2.73 0.00 0.00 0.00 0.00 0.00 4 5 0.00 0.00 0.00 0.00 0.00 .0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 5 5 -7.01 0.00 0.00 0.00 0.00 0.00 13 7.01 0.00 0.00 0.00 0.00 0.00 6 5 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 7 5 -5.57 0.00 0.00 0.00 0.00 0.00 13 5.57 0.00 0.00 0.00 0.00 0.00 8 5 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 205 1 6 -5.21 0.00 0.00 0.00 0.00 0.00 14 5.21 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 25 * ID: UNITED DOMINION BUILDINGS IC !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 6 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 3 6 -2.45 0.00 0.00 0.00 0.00 0.00 14 2.45 0.00 0.00 0.00 0.00 0.00 4 6 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 5 6 -8.71 0.00 0.00 0.00 0.00 0.00 14 8.71 0.00 0.00 0.00 0.00 0.00 6 6 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 7 6 -5.35 0.00 0.00 0.00 0.00 0.00 14 5.35 0.00 0.00 0.00 0.00 0.00 8 6 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 206 1 8 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 2 8 -9.55 0.00 0.00 0.00 0.00 0.00 16 9.55 0.00 0.00 0.00 0.00 0.00 3 8 -1.56 0.00 0.00 0.00 0.00 0.00 16 1.56 0.00 0.00 0.00 0.00 0.00 4 8 0.00 0.00 0.00 0.00 0.00 .0.00' 16 0.00 0.00 0.00 0.00 0.00 0.00 5 8 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 6 8 -15.04 0.00 0.00 0.00 0.00 0.00 16 15.04 0.00 0.00 0.00 0.00 0.00 7 8 -2.90 0.00 0.00 0.00 0.00 0.00 16 2.90 0.00 0.00 0.00 0.00 0.00 8 8 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 207 1 9 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 2 9 -5.65 0.00 0.00 0.00 0.00 0.00 17 5.65 0.00 0.00 0.00 0.00 0.00 3 9 -2.13 0.00 0.00 0.00 0.00 0.00 17 2.13 0.00 0.00 0.00 0.00 0.00 4 9 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 5 9 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 6 9 -9.28 0.00 0.00 0.00 0.00 0.00 17 9.28 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 26 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 9 -3.68 0.00 0.00 0.00 0.00 0.00 17 3.68 0.00 0.00 0.00 0.00 0.00 8 9 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 208 1 10 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 2 10 -1.82 0.00 0.00 0.00 0.00 0.00 18 1.82 0.00 0.00 0.00 0.00 .0.00 3 10 -2.22 0.00 0.00 0.00 0.00 0.00 18 2.22 0.00 0.00 0.00 0.00 0.00 4 10 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 5 10 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 6 10 -3.43 0.00 0.00 0.00 0.00 0.00 18 3.43 0.00 0.00 0.00 0.00 0.00 7 10 -4.19 0.00 0.00 0.00 0.00 0.00 18 4.19 0.00 0.00 0.00 0.00 0.00 8 10 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 209 1 11 -2.05 0.00 0.00 0.00 0.00 0.00 19 2.05 0.00 0.00 0.00 0.00 0.00 2 11 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 3 11 -2.31 0.00 0.00 0.00 0.00 0.00 19 2.31 0.00 0.00 0.00 0.00 0.00 4 11 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 5 11 -3.16 0.00 0.00 0.00 0.00 0.00 19 3.16 0.00 0.00 0.00 0.00 0.00 6 11 0.00 0.00 0.00 0.00 0.00 0..00 19 0.00 0.00 0.00 0.00 0.00 0.00 7 11 -4.50 0.00 0.00 0.00 0.00 0.00 19 4.50 0.00 0.00 0.00 0.00 0.00 8 11 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 210 1 12 -4.96 0.00 0.00 0.00 0.00 0.00 20 4.96 0.00 0.00 0.00 0.00 0.00 2 12 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 3 12 -2.60 0.00 0.00 0.00 0.00 0.00 20 2.60 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 27 j: !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 12 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 5 12 -8.06 0.00 0.00 0.00 0.00 0.00 20 8.06 0.00 0.00 0.00 0.00 0.00 6 12 0.00 0.00 0.00 0.00 .00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 7 12 -5.13 0.00 0.00 0.00 0.00 0.00 20 5.13 0.00 0.00 0.00 ^.00 0.00 8 12 0.00 0.00 0.00 0.00 ..00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 211 1 13 -7.39 0.00 0.00 0.00 21 7.39 0.00 0.00 0.00 2 13 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 3 13 -2.86 0.00 0.00 0.00 21 2.86 0.00 0.00 0.00 4 13 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 5 13 -12.27 0.00 0.00 0.00 21 12.27 0.00 0.00 0.00 6 13 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 7 13 -5.90 0.00 0.00 0.00 21 5.90 0.00 0.00 0.00 8 13 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 212 1 15 0.00 0.00 0.00 0.00 .%.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 2 15 -8.81 0.00 0.00 0.00 '.00 0.00 23 8.81 0.00 0.00 0.00 '.00 0.00 3 15 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 (1.00 0.00 4 15 0.65 0.00 0.00 0.00 0.00 0.00 23 -0.65 0.00 0.00 0.00 0.00 0.00 5 15 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 6 15 -13.89 0.00 0.00 0.00 0.00 0.00 23 13.89 0.00 0.00 0.00 0.00 0.00 7 15 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 8 15 0.52 0.00 0.00 0.00 0.00 0.00 23 -0.52 0.00 0.00 0.00 0.00 0.00 (,. ROOF BRACING ANALYSIS -- PAGE NO. 28 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 213 1 16 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 2 16 -5.11 0.00 0.00 0.00 0.00 0.00 24 5.11 0.00 0.00 0.00 0.00 0.00 3 16 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 4 16 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 5 16 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 6 16 -8.36 0.00 0.00 0.0A 0.00 0.00 24 8.36 0.00 0.00 0.00 0.00 0.00 7 16 -0.67 0.00 0.00 0.00 0.00 0.00 24 0.67 0.00 0.00 0.00 0.00 0.00 8 16 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 214 1 17 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 2 17 -1.59 0.00 0.00 0.00 0.00 0.00 25 1.59 0.00 0.00 0.00 0.00 0.00 3 17 -0.72 0.00 0.00 0.00 0.00 0.00 25 0.72 0.00 0.00 0.00 0.00 0.00 4 17 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 5 17 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 '1.00 0.00 6 17 -3.04 0.00 0.00 0.00 ;k. 00 0.00 25 3.04 0.00 0.00 0.00 J.00 0.00 7 17 -1.17 0.00 0.00 0.00 0.00 0.00 25 1.17 0.00 0.00 0.00 0.00 0.00 8 17 0.00 0.00 0.00 0.00 0.00 0..00 25 0.00 0.00 0.00 0.00 0.00 0.00 215 1 18 -1.93 0.00 0.00 0.00 0.00 0.00 26 1.93 0.00 0.00 0.00 0.00 0.00 2 18 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 3 18 -0.71 0.00 0.00 0.00 0.00 0.00 26 0.71 0.00 0.00 0.00 0.00 0.00 4 18 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 5 18 -2.96 0.00 0.00 0.00 0.00 0.00 26 2.96 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 29 * ID: UNITED DOMINION BUILDINGS 1EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 18 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 7 18 -1.43 0.00 0.00 0.00 0.00 0.00 26 1.43 0.00 0.00 0.00 0.00 0.00 8 18 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 216 1 19 -5.05 0.00 0.00 0.00 0.00 0.00 27 5.05 0.00. 0.00 0.00 0.00 0.00 2 19 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 3 19 -0.97 0.00 0.00 0.00 0.00 0.00 27 0.97 0.00 0.00 0.00 0.00 0.00 4 19 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 5 19 -8.21 0.00 0.00 0.00 0.00 0.00 27 8.21 0.00 0.00 0.00 0.00 0.00 6 19 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 7 19 -1.97 0.00 0.00 0.00 0.00 0.00 27 1.97 0.00 0.00 0.00 0.00 0.00 8 19 0.00 0.00 0.00 0.00 0.00 • 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 217 1 20 -7.87 0.00 0.00 0.00 0.00 0.00 28 7.87 0.00 0.00 0.00 0.00 0.00 2 20 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 3 20 -1.12 0.00 0.00 0.00 0.00 0.00 28 1.12 0.00 0.00 0.00 0.00 0.00 4 20 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 5 20 -13.02 0.00 0.00 0.00 0.00 - 0.00 28 13.02 0.00 0.00 0.00 0.00 0.00 6 20 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 7 20 -2.37 0.00 0.00 0.00 0.00 0.00 28 2.37 0.00 0.00 0.00 0.00 0.00 8 20 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 218 1 22 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 2 22 -8.27 0.00 0.00 0.00 0.00 0.00 30 8.27 0.00 0.00 0.00 0.00 0.00 C: ROOF BRACING ANALYSIS -- PAGE NO. 30 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 22 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 4 22 -1.04 0.00 0.00 0.00 0.00 0.00 30 1.04 0.00 0.00 0.00 0.00 0.00 5 22 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 6 22 -13.06 0.00 0.00 0.00 0.00 0.00 30 13.06 0.00 0.00 0.00 0.00 0.00 7 22 0.00. 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 8 22 -2.04 0.00 0.00 0.00 0.00 0.00 30 2.04 0.00 0.00 0.00 0.00 0.00 219 1 23 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 2 23 -4.80 0.00 0.00 0.00 0.00 0.00 31 4.80 0.00 0.00 0.00 0.00 0.00 3 23 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 4 23 -0.62 0.00 0.00 0.00 0.00 0.00 31 0.62 0.00 0.00 0.00 0.00 0.00 5 23 0.00 0.00 0.00 0.00 0.00 0.00' 31 0.00 0.00 0.00 0.00 0.00 0.00 6 23 -7.85 0.00 0.00 0.00 0.00 0.00 31 7.85 0.00 0.00 0.00 0.00 0.00 7 23 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 8 23 -1.04 0.00 0.00 0.00 0.00 0.00 31 1.04 0.00 0.00 0.00 0.00 0.00 220 1 24 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 2 24 -1.44 0.00 0.00 0.00 0.00 0.00 32 1.44 0.00 0.00 0.00 0.00 0.00 3 24 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 4 24 -0.76 0.00 0.00 0.00 0.00 0.00 32 0.76 0.00 0.00 0.00 0.00 0.00 5 24 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 6 24 -2.79 0.00 0.00 0.00 0.00 0.00 32 2.79 0.00 0.00 0.00 0.00 0.00 7 24 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 31 * ID: UNITED DOMINION BUILDINGS LEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 8 24 -1.01 0.00 0.00 0.00 0.00 0.00 32 1.01 0.00 0.00 0.00 0.00 0.00 221 1 25 -2.02 0.00 0.00 0.00 0.00 0.00 33 2.02 0.00 0.00 0.00 0.00 0.00 2 25 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 3 25 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 4 25 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 5 25 -3.10 0.00 0.00 0.00 0.00 0.00 33 3.10 0.00 0.00 0.00 0.00 0.00 6 25 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 7 25 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 8 25 -0.91 0.00 0.00 0.00 0.00 0.00 33 0.91 0.00 0.00 0.00 0.00 0.00 22 1 26 -5.05 0.00 0.00 0.00 0.00 0.00 34 5.05 0.00 0.00 0.00 0.00 0.00 2 26 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 3 26 0.74 0.00 0.00 0.00 0.00 0.00 34 -0.74 0.00 0.00 0.00 0.00 0.00 4 26 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 5 26 -8.21 0.00 0.00 0.00 0.00 0.00 34 8.21 0.00 0.00 0.00 0.00 0.00 6 26 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 7 26 0.86 0.00 0.00 0.00 0.00 0.00 34 -0.86 0.00 0.00 0.00 0.00 0.00 8 26 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 223 1 27 -7.83 0.00 0.00 0.00 0.00 0.00 35 7.83 0.00 0.00 0.00 0.00 0.00 2 27 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 3 27 0.27 0.00 0.00 0.00 0.00 0.00 35 -0.27 0.00 0.00 0.00 0.00 0.00 4 27 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINCf -- PAGE NO. ICEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 27 -12.89 0.00 0.00 0.00 0.00 0.00 35 12.89 0.00 0.00 0.00 0.00 0.00 6 27 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 7 27 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 8 27 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 224 1 29 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 2 29 -8.12 0.00 0.00 0.00 0.00 0.00 37 8.12 0.00 0.00 0.00 0.00 0.00 3 29 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 4 29 -2.76 0.00 0.00 0.00 0.00 0.00 37 2.76 0.00 0.00 0.00 0.00 0.00 5 29 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 (..._ 6 29 -12.82 0.00 0.00 0.00 0.00 0.00 37 12.82 0.00 0.00 0.00 0.00 0.00 7 29 0.00 0.00 0.00 0.00 0.00 0.00' 37 0.00 0.00 0.00 0.00 0.00 0.00 8 29 -5.56 0.00 0.00 0.00 0.00 0.00 37 5.56 0.00 0.00 0.00 0.00 0.00 225 1 30 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 '0.00 0.00 0.00 0.00 0.00 2 30 -4.82 0.00 0.00 0.00 0.00 0.00 38 4.82 0.00 0.00 0.00 0.00 0.00 3 30 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 4 30 -2.28 0.00 0.00 0.00 0.00 0.00 38 2.28 0.00 0.00 0.00 0.00 0.00 5 30 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 6 30 -7.86 0.00 0.00 0.00 0.00 0.00 38 7.86 0.00 0.00 0.00 0.00 0.00 7 30 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 8 30 -4.45 0.00 0.00 0.00 0.00 0.00 38 4.45 0.00 0.00 0.00 0.00 0.00 226 1 31 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 33 ID: UNITED DOMINION BUILDINGS 4: [EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 31 -1.53 0.00 0.00 0.00 0.00 0.00 39 1.53 0.00 0.00 0.00 0.00 0.00 3 31 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 4 31 -2.03 0.00 0.00 0.00 0.00 0.00 39 2.03 0.00 0.00 0.00 0.00 0.00 5 31 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 6 31 -2.99 0.00 0.00 0.00 0.00 0.00 39 2.99 0.00 0.00 0.00 0.00 0.00 7 31 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.0.0 0.00 0.00 8 31 -3.94 0.00 0.00 0.00 0.00 0.00 39 3.94 0.00 0.00 0.00 0.00 0.00 227 1 32 -2.38 0.00 0.00 0.00 0.00 0.00 40 2.38 0.00 0.00 0.00 0.00 0.00 2 32 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 3 32 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 4 32 -2.03 0.00 0.00 0.00 0.00 0:00 40 2.03 0.00 0.00 0.00 0.00 0.00 5 32 -3.68 0.00 0.00 0.00 0.00 0.00 40 3.68 0.00 0.00 0.00 0.00 0.00 6 32 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 7 32 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 8 32 -3.48 0.00 0.00 0.00 0.00 0.00 40 3.48 0.00 0.00 0.00 0.00 0.00 228 1 33 -5.71 0.00 0.00 0.00 0.00 0.00 41 5.71 0.00 0.00 0.00 0.00 0.00 2 33 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 3 33 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 4 33 -1.58 0.00 0.00 0.00 0.00 0.00 41 1.58 0.00 0.00 0.00 0.00 0.00 5 33 -9.28 0.00 0.00 0.00 0.00 0.00 41 9.28 0.00 0.00 0.00 0.00 0.00 6 33 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 ldtf.:Ai;.:a-f15:4 ROOF BRACING ANALYSIS 'EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET -- PAGE NO. 34 ID: UNITED DOMINION BUILDINGS MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 33 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 8 33 -3.20 0.00 0.00 0.00 0.00 0.00 41 3.20 0.00 0.00 0.00 0.00 0.00 229 1 34 -8.74 0.00 0.00 0.00 0.00 0.00 42 8.74 0.00 0.00 0.00 0.00 0.00 2 34 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 3 34 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 4 34 -1.27 0.00 0.00 0.0.0 0.00 0.00 42 1.27 0.00 0.00 0.00 0.00 0.00 5 34 -14.36 0.00 0.00 0.00 0.00 0.00 42 14.36 0.00 0.00 0.00 0.00 0.00 6 34 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 7 34 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 8 34 -2.23 0.00 0.00 0.00 0.00 0.00 42 2.23 0.00 0.00 0.00 0.00 0.00 230 1 36 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 2 36 -6.17 0.00 0.00 0.00 0.00 0.00 44 6.17 0.00 0.00 0.00 0.00 0.00 3 36 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 4 36 -3.05 0.00 0.00 0.00 0.00 0.00 44 3.05 0.00 0.00 0.00 0.00 0.00 5 36 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 6 36 -9.71 0.00 0.00 0.00 0.00 0-.00 44 9.71 0.00 0.00 0.00 0.00 0.00 7 36 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 8 36 -6.59 0.00 0.00 0.00 0.00 0.00 44 6.59 0.00 0.00 0.00 0.00 0.00 231 1 37 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 2 37 -4.52 0.00 0.00 0.00 0.00 0.00 45 4.52 0.00 0.00 0.00 0.00 0.00 3 37 0.00 0.00 0.00 0.00 0.00 0.00 ; 45 0.00 0.00 0.00 0.00 0.00 0.00 (.,: ROOF BRACING ANALYSIS -- PAGE NO. 35 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y 4 37 45 5 37 45 6 37 45 7 37 45 8 37 45 232 1 38 47 2 38 47 3 38 47 4 38 47 5 38 47 6 38 47 7 38 47 8 38 47 233 1 39 48 2 39 48 3 39 48 4 39 48 5 39 48 6 39 48 7 39 48 8 39 48 -3.08 0.00 3.08 0.00 0.00 0.00 0.00 0.00 -7.32 0.00 7.32 0.00 0.00 0.00 0.00 0.00 -6.10 0.00 6.10 0.00 0.00 0.00 0.00 0.00 -1.59 0.00 1.59 0.00 0.00 0.00 0.00 0.00 -2.88 0.00 2.88 0.00 0.00 0.00 0.00 0.00 -3.04 0.00 3.04 0.00 0.00 0.00 0.00 0.00 -5.63 0.00 5.63 0.00 -2.12 0.00 ^.12 0.00 .00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 -2.75 0.00 2.75 0.00 -3.29 0.00 3.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -4.94 0.00 4.94 0.00 SHEAR -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TORSION MOM -Y MOM -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;�ca:su cKtfi....wzx+rc�..we,+....,.:�.w...,...,.n.,.,,.•,.. r.�.ww._,.�......:....................--... ROOF BRACING ANALYSIS -- PAGE NO. 36 * ID: UNITED DOMINION BUILDINGS r . EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM --Y MOM -Z 234 1 40 -5.31 0.00 0.00 0.00 0.i'a0 0.00 49 5.31 0.00 0.00 0.00 0.00 0.00 2 40 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 c',.00 3 40 0.00 0.00 0.00 0.00 0.00 :x.00 49 0.00 0.00 0.00 0.00 0.00 J.00 4 40 -2.66 0.00 0.00 0.00 0.00 0.00 49 2.66 0.00 0.00 0.00 0.00 0.00 5 40 -8.62 0.00 0.00 0.00 0.00 0.00 49 8.62 0.00 0.00 0.00 0.00 0.00 6 40 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 7 40 0.00 0.00 0.00 0.00 0,00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 8 40 -5.03 0.00 0.00 0.00 0.00 0.00 49 5.03 0.00 0.00 0.00 0.00 0.00 235 1 41 -9.61 0.00 0.00 0.00 0.00 0.00 („.,50 9.61 0.00 0.00 0.00 0.00 0.00 2 41 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0 , 00 1.00 3 41 0.00 0.00 0.00 0.00 (.0 3.00 50 0.00 0.00 0.00 0.00 0.00 0.00 4 41 -3.19 0.00 0.00 0.00 0.00 0.00 50 3.19 0.00 0.00 0.00 0.00 0.00 5 41 -15.73 0.00 0.00 0.00 0, 00 0.00 50 15.73 0.00 0.00 0.00 00 0.00 6 41 0.00 0.00 0.00 0.00 u.00 3.00 50 0.00 0.00 0.00 0.00 C.. 00 0.00 7 41 0.00 0.00 0.00 0.00 0. 0 0.00 50 0.00 0.00 0.00 0.00 C'. tit} 0.00 8 41 -5.76 0.00 0.00 0.00 (f.00 0.00 50 5.76 0.00 0.00 0.00 o, 00 3.00 236 1 46 -3.68 0.00 0.00 0.00 ( 00 0.00 52 3.68 0.00 0.00 0.00 0.00 1.00 2 46 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.'-0 0.00 3 46 -0.12 0.00 0.00 0.00 0.L0 0.00 52 0.12 0.00 0.00 0.00 0.00 0.00 4 46 0.00 0.00 0.00 0.00 0,00 0.00 52 0.00 0.00 0.00 0.00 0,00 0.00 5 46 -4.57 0.00 0.00 0.00 0,00 0.00 52 4.57 0.00 0.00 0.00 0,00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 37 * ID: UNITED DOMINION BUILDINGS IL !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 46 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 7 46 -0.25 0.00 0.00 0.00 0.00 0.00 52 0.25 0.00 0.00 0.00 0.00 0.00 8 46 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 237 1 47 -2.30 0.00 0.00 0.00 0.00 0.00 53 2.30 0.00 0.00 0.00 0.00 0.00 2 47 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 3 47 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 4 47 -0.73 0.00 0.00 0.00 0.00 0.00 53 0.73 0.00 0.00 0.00 0.00 0.00 5 47 -3.50 0.00 0.00 0.00 0.00 0.00 53 3.50 0.00 0.00 0.00 0.00 0.00 6 47 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 7 47 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 8 47 -0.95 0.00 0.00 0.00 0.00 0.-00 53 0.95 0.00 0.00 0.00 0.00 0.00 238 1 48 -6.34 0.00 0.00 0.00 0.00 0.00 54 6.34 0.00 0.00 0.00 0.00 0.00 2 48 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 3 48 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 4 48 -1.14 0.00 0.00 0.00 0.00 0.00 54 1.14 0.00 0.00 0.00 0.00 0.00 5 48 -10.28 0.00 0.00 0.00 0.00 0.00 54 10.28 0.00 0.00 0.00 0.00 0.00 6 48 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 7 48 0.00 0.00. 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 8 48 -2.15 0.00 0.00 0.00 0.00 0.00 54 2.15 0.00 0.00 0.00 0.00 0.00 239 1 49 -11.23 0.00 0.00 0.00 0.00 0.00 55 11.23 0.00 0.00 0.00 0.00 0.00 2 49 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 38 * ID: UNITED DOMINION BUILDINGS ([EMBER END FORCES• STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 49 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 4 49 -1.66 0.00 0.00 0.00 0.00 0.00 55 1.66 0.00 0.00 0.00 0.00 0.00 5 49 -18.34 0.00 0.00 0.00 0.00 0.00 55 18.34 0.00 0.00 0.00 0.00 0.00 6 49 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 7 49 0.00 0.00 0.00 0.00 0.00 0.00. 55 0.00 0.00 0.00 0.00 0.00 0.00 8 49 -2.83 0.00 0.00 0.00 0.00 0.00 55 2.83 0.00 0.00 0.00 0.00 0.00 300 1 2 -5.81 0.00 0.00 0.00 0.00 0.00 8 5.81 0.00 0.00 0.00 0.00 0.00 2 2 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 3 2 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 4 2 -2.82 0.00 0.00 0.00 0.00 0.00 8 2.82 0.00 0.00 0.00 0.00 0.00 5 2 -9.20 0.00 0.00 0.00 0.00 -0.00' 8 9.20 0.00 0.00 0.00 0.00 0.00 6 2 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 7 2 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 8 2 -5.98 0.00 0.00 0.00 0.00 0.00 8 5.98 0.00 0.00 0.00 0.00 0.00 301 1 3 -4.29 0.00 0.00 0.00 0.00 0.00 9 4.29 0.00 0.00 0.00 0.00 0.00 2 3 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 3 3 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 4 3 -2.85 0.00 0.00 0.00 0.00 0.00 9 2.85 0.00 0.00 0.00 0.00 0.00 5 3 -7.04 0.00 0.00 0.00 0.00 0.00 9 7.04 0.00 0.00 0.00 0.00 0.00 6 3 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 7 3 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 39 * ID: UNITED DOMINION BUILDINGS 0: !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y 8 3 -5.85 9 5.85 302 1 4 -1.70 10 1.70 2 4 0.00 10 0.00 3 4 0.00 10 0.00 4 4 -2.81 10 2.81 5 4 -2.98 10 2.98 6 4 0.00 10 0.00 7 4 0.00 10 0.00 8 4 -5.38 10 5.38 13 1 5 0.00 11 0.00 2 5 -1.84 11 1.84 3 5 0.00 11 0.00 4 5 -2.84 11 2.84 5 5 0.00 11 0.00 6 5 -2.91 11 2.91 7 5 0.00 11 0.00 8 5 -5.50 11 5.50 304 1 6 0.00 12 0.00 2 6 -5.25 12 5.25 3 6 0.00 12 0.00 4 6 -3.63 12 3.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHEAR -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TORSION MOM -Y MOM -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0...00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE . NO. 40 !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 6 0.00 0.00 C.00 12 0.00 0.00 C 00 6 6 -8.60 0.00 G.. G0 12 8.60 0.00 0.00 7 6 0.00 0.00 C'.00 12 0.00 0.00 0.00 8 6 -6.22 0.00 0.00 12 6.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 305 1 7 0.00 0.00 00.00 0.00 13 0.00 0.00 0.00 0.00 2 7 -10.43 0.00 0.00 0.00 13 10.43 0.00 0.00 0.00 3 7 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 4 7 -4.98 0.00 00.00 0.00 13 4.98 0.00 (0..00 0.00 5 7 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 6 7 -17.12 0.00 V ,. (00 0.00 13 17.12 0.00 80-..00 0.00 7 7 0.00 0.00 c.00 0.00 13 0.00 0.00 0.00 0.00 8 7 -8.46 0.00 0.00 0.00 13 8.46 0.00 0.O0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00• 0.00 0.00 0.00 0.00 0.00 0.00 306 1 9 -7.97 0.00 t' . 00 0.00 0.00 0.00 15 7.97 0.00 (;.(0 0.00 0.00 0.00 2 9 0.00 0.00 (.(}'0 0.00 0.00 0.00 15 0.00 0.00 00 0.00 0.00 0.00 3 9 0.00 0.00 a.(}0 0.00 0.00 0.00 15 0.00 0.00 00 0.00 0.00 0.00 4 9 -2.94 0.00 (0 0.00 0.00 -0.00 15 2.94 0.00 , U0 0.00 0.00 0.00 5 9 -12.67 0.00 4;.00 0.00 0.00 0.00 15 12.67 0.00 0..00 0.00 0.00 0.00 6 9 0.00 0.00 0 00 0.00 0.00 0.00 15 0.00 0.00 G 00 0.00 0.00 0.00 7 9 0.00 0.00 t ,.10 0.00 0.00 0.00 15 0.00 0.00 0.00 0.00 0.00 0.00 8 9 -5.69 0.00 0..00 0.00 0.00 0.00 15 5.69 0.00 0.00 0.00 0.00 0.00 307 1 10 -4.82 0.00 C.00 0.00 0.00 0.00 16 4.82 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 41 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 10 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 3 10 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 4 10 -2.59 0.00 0.00 0.00 0.00 0.00 16 2.59 0.00 0.00 0.00 0.00 0.00 5 10 -7.96 0.00 0.00 0.00 0.00 0.00 16 7.96 0.00 0.00 0.00 0.00 0.00 6 10 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 7 10 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.G0 0.00 0.00 8 10 -5.10 0.00 0.00 0.00 0.00 0.00 16 5.10 0.00 0.00 0.00 0.00 0.00 308 1 11 -1.71 0.00 0.00 0.00 0.00 0.00 17 1.71 0.00 0.00 0.00 0.00 0.00 2 11 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 3 11 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 4 11 -2.36 0.00 0.00 0.00 0.00 •0..00 17 2.36 0.00 0.00 0.00 0.00 0.00 5 11 -3.01 0.00 0.00 0,00 0.00 0.00 17 3.01 0.00 0.00 0.00 0.00 0.00 6 11 0.00 0.00 0.00 0,00 0.00 0.00 17 0.00 0.00 0.00 0 00 0.00 0.00 7 11 0.00 0.00 0.00 0 00 0.00 0.00 17 0.,. 0.00 0.00 0.00 0.00 0.00 8 11 -4.:Y 0.00 0.00 0.00 0.00 0.00 17 4.36 0.00 0.00 0,00 0.00 0.00 309 1 12 0.00 0.00 0.00 0,00 0.00 ._.0.0.0 18 0.00 0.00 0.00 0.(00 0.00 0.00 2 12 -2.33 0.00 0.00 0.00 0.00 0.00 18 2.33 0.00 0.00 0.00 0.00 0.00 3 12 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 4 12 -2.21 0.00 0.00 0.00 0.00 0.00 18 2.21 0.00 0.00 0.00 0.00 0.00 5 12 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 6 12 -3.67 0.00 0.00 0.00 0.00 0.00 18 3.67 0.00 0.00 0.00 0.00 0.00 C ROOF BRACING ANALYSIS -- PAGE NO. 42 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 12 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 8 12 -4.20 0.00 0.00 0.00 0.00 0.00 18 4.20 0.00 0.00 0.00 0.00 0.00 310 1 13 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 2 13 -5.79 0.00 0.00 0.00 0.00 0.00 19 5.79 0.00 , 0.00 0.00 0.00 0.00 3 13 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 4 13 -2.49 0.00 0.00 0.00 0.00 0.00 19 2.49 0.00 0.00 0.00 0.00 0.00 5 13 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 6 13 -9.48 0.00 0.00 0.00 0.00 0.00 19 9.48 0.00 0.00 0.00 0.00 0.00 7 13 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 8 13 -4.05 0.00 0.00 0.00 0.00 0.00 19 4.05 0.00 0.00 0.00 0.00 0.00 311 1 14 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 2 14 -8.96 0.00 0.00 0.00 0.00 0.00 20 8.96 0.00 0.00 0.00 0.00 0.00 3 14 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 4 14 -2.07 0.00 0.00 0.00 0.00 0.00 20 2.07 0.00 0.00 0.00 0.00 0.00 5 14 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 6 14 -14.73 0.00 0.00 0.00 0.00 .0.00 20 14.73 0.00 0.00 0.00 0.00 0.00 7 14 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 8 14 -3.67 0.00 0.00 0.00 0.00 0.00 20 3.67 0.00 0.00 0.00 0.00 0.00 312 1 16 -8.54 0.00 0.00 0.00 0.00 0.00 22 8.54 0.00 0.00 0.00 0.00 0.00 2 16 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 3 16 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 C: ROOF BRACING ANALYSIS -- PAGE NO. 43 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 16 -1.28 0.00 0.00 0.00 0.00 0.00 22 1.28 0.00 0.00 0.00 0.00 0.00 5 16 -13.56 0.00 0.00 0.00 0.00 0.00 22 13.56 0.00 0.00 0.00 0.00 0.00 6 16 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 7 16 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 8 16 -2.58 0.00 0.00 0.00 0.00 0.00 22 2.58 0.00 0.00 0.00 0.00 0.00 313 1 17 -4.93 0.00 0.00 0.0,0 0.00 0.00 23 4.93 0.00 0.00 0.00 0.00 0.00 2 17 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 3 17 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 4 17 -0.97 0.00 0.00 0.00 0.00 0.00 23 0.97 0.00 0.00 0.00 0.00 0.00 5 17 -8.14 0.00 0.00 0.00 0.00 0.00 23 8.14 0.00 0.00 0.00 0.00 0.00 6 17 0.00 0.00 0.00 0.00 0.00 0.-00' 23 0.00 0.00 0.00 0.00 0.00 0.00 7 17 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 8 17 -2.09 0.00 0.00 0.00 0.00 0.00 23 2.09 0.00 0.00 0.00 0.00 0.00 314 1 18 -1.61 0.00 0.00 0.00 0.00 0.00 24 1.61 0.00 0.00 0.00 0.00 0.00 2 18 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 3 18 0.00 0.00 0.00 0.00 0.00 0...0.0 24 0.00 0.00 0.00 0.00 0.00 0.00 4 18 -0.97 0.00 0.00 0.00 0.00 0.00 24 0.97 0.00 0.00 0.00 0.00 0.00 5 18 -2.83 0.00 0.00 0.00 0.00 0.00 24 2.83 0.00 0.00 0.00 0.00 0.00 6 18 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 7 18 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 8 18 -1.41 0.00 0.00 0.00 0.00 0.00 24 1.41 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 44 * ID: UNITED DOMINION BUILDINGS TEMBER END FORCES STRUCTURE TYPE = PLANE 1:" ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 315 1 19 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 2 19 -2.10 0.00 0.00 0.00 0.00 0.00 25 2.10 0.00 0.00 0.00 0.00 0.00 3 19 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 4 19 -0.99 0.00 0.00 0.00 0.00 0.00 25 0.99 0.00 0.00 0.00 0.00 0.00 5 19 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 6 19 -3.29 0.00 0.00 0.00 0.00 0.00 25 3.29 0.00 0.00 0.00 0.00 0.00 7 19 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 8 19 -1.33 0.00 0.00 0.00 0.00 0.00 25 1.33 0.00 0.00 0.00 0.00 0.00 316 1 20 0.00 0.00 0.00 0.00 0.00 0.00 (., 26 0.00 0.00 0.00 0.00 0.00 0.00 2 20 -5.27 0.00 0.00 0.00 0.00 0.00 26 5.27 0.00 0.00 0.00 0.00 0.00 3 20 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 4 20 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 5 20 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 •:R.00 0.00 0.00 0.00 6 20 -8.62 0.00 0.00 0.00 0.00 0.00 26 8.62 0.00 0.00 0.00 0.00 0.00 7 20 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 8 20 -1.04 0.00 0.00 0.00 0.00 .0.0.0 26 1.04 0.00 0.00 0.00 0.00 0.00 317 1 21 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 2 21 -8.38 0.00 0.00 0.00 0.00 0.00 27 8.38 0.00 0.00 0.00 0.00 0.00 3 21 0.38 0.00 0.00 0.00 0.00 0.00 27 -0.38 0.00 0.00 0.00 0.00 0.00 4 21 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 5 21 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 45 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 21 -13.82 0.00 0.00 0.00 0.00 0.00 27 13.82 0.00 0.00 0.00 0.00 0.00 7 21 0.23 0.00 0.00 0.00 0.00 0.00 27 -0.23 0.00 0.00 0.00 0.00 0.00 8 21 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 318 1 23 -8.47 0.00 0.00 0.00 0.00 0.00 29 8.47 0.00 0.00 0.00 0.00 0.00 2 23 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 3 23 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 4 23 0.45 0.00 0.00 0.00 0.00 0.00 29 -0.45 0.00 0.00 0.00 0.00 0.00 5 23 -13.43 0.00 0.00 0.00 0.00 0.00 29 13.43 0.00 0.00 0.00 0.00 0.00 6 23 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 7 23 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 8 23 0.13 0.00 0.00 0.00 0.00 0..00 29 -0.13 0.00 0.00 0.00 0.00 0.00 319 1 24 -4.91 0.00 0.00 0.00 0.00 0.00 30 4.91 0.00 0.00 0.00 0.00 0.00 2 24 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 3 24 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 4 24 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 5 24 -8.11 0.00 0.00 0.00 0.00 0.00 30 8.11 0.00 0.00 0.00 0.00 0.00 6 24 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 7 24 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 8 24 0.91 0.00 0.00 0.00 0.00 0.00 30 -0.91 0.00 0.00 0.00 0.00 0.00 320 1 25 -1.70 0.00 0.00 0.00 0.00 0.00 31 1.70 0.00 0.00 0.00 0.00 0.00 2 25 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 46 * ID: UNITED DOMINION BUILDINGS [EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 25 -0.80 0.00 0.00 0.00 0.00 0.00 31 0.80 0.00 0.00 0.00 0.00 0.00 4 25 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 5 25 -2.96 0.00 0.00 0.00 0.00 0.00 31 2.96 0.00 0.00 0.00 0.00 0.00 6 25 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 7 25 -1.47 0.00 0.00 0.00 0.00 0.00 31 1.47 0.00 0.00 0.00 0.00 0.00 8 25 0.00 0.00 0.00 0.00 0.00 0.-0.0 31 0.00 0.00 0.00 o.op 0.00 0.00 321 1 26 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 2 26 -1.95 0.00 0.00 0.00 0.00 0.00 32 1.95 0.00 0.00 0.00 0.00 0.00 3 26 -0.60 0.00 0.00 0.00 0.00 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 4 26 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 5 26 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 6 26 -3.05 0.00 0.00 0.00 0.00 0.00 32 3.05 0.00 0.00 0.00 0.00 0.00 7 26 -1.24 0.00 0.00 0.00 0.00 0.00 32 1.24 0.00 0.00 0.00 0.00 0.00 8 26 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 322 1 27 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 2 27 -4.97 0.00 0.00 0.00 0.00 ...0.0.0 33 4.97 0.00 0.00 0.00 0.00 0.00 3 27 -0.50 0.00 0.00 0.00 0.00 0.00 33 0.50 0.00 0.00 0.00 0.00 0.00 4 27 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 5 27 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 6 27 -8.13 0.00 0.00 0.00 0.00 0.00 33 8.13 0.00 0.00 0.00 0.00 0.00 7 27 -1.29 0.00 0.00 0.00 0.00 0.00 33 1.29 0.00 0.00 0.00 0.00 0.00 .:,'i.} y..v^.G:♦., a1 b::.v'...�ti s��.wa.,r..w.n.v..n+re...r..�..vur.we. ROOF BRACING ANALYSIS -- PAGE NO. 47 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 8 27 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 323 1 28 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 2 28 -7.79 0.00 0.00 0.00 0.00 0.00 34 7.79 0.00 0.00 0.00 0.00 0.00 3 28 -0.93 0.00 0.00 0.00 0.00 0.00 34 0.93 0.00 0.00 0.00 0.00 0.00 4 28 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.•00 5 28 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 6 28 -12.88 0.00 0.00 0.00 0.00 0.00 34 12.88 0.00 0.00 0.00 0.00 0.00 7 28 -2.07 0.00 0.00 0.00 0.00 0.00 34 2.07 0.00 0.00 0.00 0.00 0.00 8 28 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 !4 1 30 -9.46 0.00 0.00 36 9.46 0.00 0.00 2 30 0.00 0.00 0.00 36 0.00 0.00 0.00 3 30 -1.51 0.00 0.00 36 1.51 0.00 0.00 4 30 0.00 0.00 0.00 36 0.00 0.00 0.00 5 30 -14.97 0.00 0.00 36 14.97 0.00 0.00 6 30 0.00 0.00 0.00 36 0.00 0.00 0.00 7 30 -2.64 0.00 0.00 36 2.64 0.00 0.00 8 30 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0 00 0, 0 0. ,;0 0.00 O...C) 0 ,1) (a:► 0 7 0,00 0.00 0. 0,00 0.(1C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 325 1 31 -5.58 0.00 0.00 0.00 0.00 0.00 37 5.58 0.00 0.00 0.00 0.00 0.00 2 31 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 3 31 -2.15 0.00 0.00 0._00 0.00 0.00 37 2.15 0.00 0.00 0•:;0 0.00 0.00 4 31 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS' IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y 5 31 -9.21 0.00 37 9.21 0.00 6 31 0.00 0.00 37 0.00 0.00 7 31 -3.98 0.00 37 3.98 0.00 8 31 0.00 0.00 37 0.00 0.00 326 1 32 -1.98 38 1.98 2 32 0.00 38 0.00 3 32 -2.20 38 2.20 4 32 0.00 38 0.00 5 32 -3.43 38 3.43 6 32 0.00 38 0.00 7 32 -3.94 38 3.94 8 32 0.00 38 0.00 327 1 33 0.00 39 0.00 2 33 -2.09 39 2.09 3 33 -2.17 39 2.17 4 33 0.00 39 0.00 5 33 0.00 39 0.00 6 33 -3.27 39 3.27 7 33 -4.02 39 4.02 8 33 0.00 39 0.00 328 1 34 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHEAR -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- PAGE NO. 48 ID: UNITED DOMINION BUILDINGS TORSION MOM -Y MOM -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ..0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RO:' BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 49 4[": [EMBEF. END FORCES STRUCTURE TYPE = PLANE ALL 1.".'.:TS ARE -- KIP FEET MEMB JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 329 34 -4.99 0.00 0.00 0.00 0.00 0.00 40 4.99 0.00 0.00 0.00 0.00 0.00 3 34 -2.24 0.00 0.00 0.00 0.00 0.00 40 2.24 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 5 34 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 34 -8.16 0.00 0.00 0.00 0.00 0.00 40 8.16 0.00 0.00 0.00 0.00 0.00 7 34 -4.31 0.00 0.00 0.00 0.00 0.00 40 4.31 0.00 0.00 0.00 0.00 0.00 G 34 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 2 35 -7.63 0.00 0.00 0.00 0.00 0.00 41 7.63 0.00 0.00 0.00 0.00 0.00 3 35 -2.63 0.00 0.00 0.00 0.00 0.00 41 2.63 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 35 -12.66 0.00 0.00 0.00 0.00 0.00 41 12.66 0.00 0.00 0.00 0.00 0.00 35 -5.07 0.00 0.00 0.00 0.00 0.00 41 5.07 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 330 37 -10.87 0.00 0.00 0.00 0.00 •--0.00 43 10.87 0.00 0.00 0.00 0.00 0.00 .2 37 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 3 37 -4.93 0.00 0.00 0.00 0.00 0.00 43 4.93 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 5 37 -17.25 0.00 0.00 0.00 0.00 0.00 43 17.25 0.00 0.00 0.00 0.00 0.00 6 37 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 c ROOF BRACING ANALYSIS -- PAGE NO. 50 ID: UNITED DOMINION BUILDINGS !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z .TORSION MOM -Y MOM -Z 7 37 -8.43 0.00 0.00 0.00 0.00 0.00 43 8.43 0.00 0.00 0.00 0.00 0.00 8 37 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 331 1 38 -4.97 0.00 0.00 0.00 0.00 0.00 44 4.97 0.00 0.00 0.00 0.00 0.00 2 38 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 3 38 -3.66 0.00 0.00 0.00 0.00 0.00 44 3.66 0.00 0.00 0.00 0.00 0.00 4 38 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 5 38 -8.27 0.00 0.00 0.00 0.00 0.00 44 8.27 0.00 0.00 0.00 0.00 0.00 6 38 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 7 38 -6.60 0.00 0.00 0.00 0.00 0.00 44 6.60 0.00 0.00 0.00 0.00 0.00 (._ 8 38 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 332 1 39 -1.53 0.00 0.00 0.00 0.00 0.00 45 1.53 0.00 0.00 0.00 0.00 0.00 2 39 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 3 39 -3.10 0.00 0.00 0.00 0.00 0.00 45 3.10 0.00 0.00 0.00 0.00 0.00 4 39 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 5 39 -2.64 0.00 0.00 0.00 0.00 0.00 45 2.64 0.00 0.00 0.00 0.00 0.00 6 39 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 7 39 -5.63 0.00 0.00 0.00 0.00 0.00 45 5.63 0.00 0.00 0.00 0.00 0.00 8 39 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 333 1 40 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 2 40 -1.99 0.00 0.00 0.00 0.00 0.00 47 1.99 0.00 0.00 0.00 0.00 0.00 3 40 -2.63 0.00 0.00 0.00 0.00 0.00 (tit: , 47 2.63 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 51 * ID: UNITED DOMINION BUILDINGS EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y• SHEAR -Z TORSION MOM -Y MOM -Z 4 40 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 5 40 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 6 40 -3.10 0.00 0.00 0.00 0.00 0.00 47 3.10 0.00 0.00 0.00 0.00 0.00 7 40 -5.03 0.00 0.00 0.00 0.00 0.00 47 5.03 0.00 0.00 0.00 0.00 0.00 8 40 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 334 1 41 0.00 0.00 0.00 0.40 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 2 41 -4.52 0.00 0.00 0.00 0.00 0.00 48 4.52 0.00 0.00 0.00 0.00 0.00 3 41 -2.29 0.00 0.00 0.00 0.00 0.00 48 2.29 0.00 0.00 0.00 0.00 0.00 4 41 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 5 41 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 6 41 -7.39 0.00 0.00 0.00 0.00 - 0.00 48 7.39 0.00 0.00 0.00 0.00 0.00 7 41 -4.65 0.00 0.00 0.00 0.00 0.00 48 4.65 0.00 0.00 0.00 0.00 0.00 8 41 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 335 1 42 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 2 42 -6.00 0.00 0.00 0.00 0.00 0.00 49 6.00 0.00 0.00 0.00 0.00 0.00 3 42 -2.26 0.00 0.00 0.00 0.00 •0.00 49 2.26 0.00 0.00 0.00 0.00 0.00 4 42 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 5 42 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 6 42 -9.99 0.00 0.00 0.00 0.00 0.00 49 9.99 0.00 0.00 0.00 0.00 0.00 7 42 -4.81 0.00 0.00 0.00 0.00 0.00 49 4.81 0.00 0.00 0.00 0.00 0.00 8 42 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 eau .x �.. �%',i e•. .•.�L sew e.,a....i ROOF BRACING ANALYSIS (EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET -- PAGE NO. 52 ID: UNITED DOMINION BUILDINGS MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 336 1 47 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 2 47 -2.18 0.00 0.00 0.00 0.00 0.00 51 2.18 0.00 0.00 0.00 0.00 0.00 3 47 -0.15 0.00 0.00 0.00 0.00 0.00 51 0.15 0.00 0.00 0.00 0.00 0.00 4 47 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 5 47 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 6 47 -4.54 0.00 0.00 0.00 0.00 0.00 51 4.54 0.00 0.00 0.00 0.00 0.00 7 47 -0.30 0.00 0.00 0.00 0.00 0.00 51 0.30 0.00 0.00 0.00 0.00 0.00 8 47 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 337 1 48 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 2 48 -2.12 0.00 0.00 0.00 0.00 0.00 52 2.12 0.00 0.00 0.00 0.00 0.00 3 48 -0.56 0.00 0.00 0.00 0.00 .0.00 52 0.56 0.00 0.00 0.00 0.00 0.00 4 48 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 5 48 0.00 0.00 0.00 0.00 0.00 0.00 52 •0.00 0.00 0.00 0.00 0.00 0.00 6 48 -3.25 0.00 0.00 0.00 0.00 0.00 52 3.25 0.00 0.00 0.00 0.00 0.00 7 48 -1.12 0.00 0.00 0.00 0.00 0.00 52 1.12 0.00 0.00 0.00 0.00 0.00 8 48 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 338 1 49 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 2 49 -5.67 0.00 0.00 0.00 0.00 0.00 53 5.67 0.00 0.00 0.00 0.00 0.00 3 49 -0.71 0.00 0.00 0.00 0.00 0.00 53 0.71 0.00 0.00 0.00 0.00 0.00 4 49 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 5 49 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 C !k, c ROOF BRACING ANALYSIS * !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET -- PAGE NO. 53 ID: UNITED DOMINION BUILDINGS MEMB LOAD JT AXIAL SHEAR -Y' SHEAR -Z TORSION• MOM -Y MOM -Z 6 49 -9.27 0.00 0.00 0.00 0.00 0.00 53 9.27 0.00 0.00 0.00 0.00 0.00 7 49 -1.56 0.00 0.00 0.00 0.00 0.00 53 1.56 0.00 0.00 0.00 0.00 0.00 8 49 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 339 1 50 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 2 50 -8.85 0.00 0.00 0.00 0.00 0.00 54 8.85 0.00 0.00 0.00 0.00 0.00 3 50 -0.98 0.00 0.00 0.00 0.00 0.00 54 0.98 0.00 0.00 0.00 0.00 0.00 4 50 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 5 50 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 6 50 -14.77 0.00 0.00 0.00 0.00 0.00 54 14.77 0.00 0.00 0.00 0.00 0.00 7 50 -1.99 0.00 0.00 0.00 0.00 0.00 54 1.99 0.00 0.00 0.00 0.00 0.00 8 50 0.00 0.00 0.00 0.00 0.00 - 000 54 0.00 0.00 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 196. * 197. * STRUT JOIST FORCES 198. PRINT MEM FORCES LIST 50 TO 79 ROOF BRACING ANALYSIS '-- PAGE NO. 54 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 50 1 8 5.14 0.00 0.00 0.00 0.00 0.00 9 -5.14 0.00 0.00 0.00 0.00 0.00 2 8 7.65 0.00 0.00 0.00 0.00 0.00 9 -7.65 0.00 0.00 0.00 0.00 0.00 3 8 5.16 0.00 0.00 0.00 0.00 0.00 9 -5.16 0.00 0.00 0.00 0.00 0.00 4 8 -0.08 0.00 0.00 0.00 0.00 0.00 9 0.08 0.00 0.00 0.00 0.00 0.00 5 8 8.14 0.00 0.00 0.00 0.00 0.00 9 -8.14 0.00 0.00 0.00 0.00 0.00 6 8 12.05 0.00 0.00 0.00 0.00 0.00 9 -12.05 0.00 0.00 0.00 0.00 0.00 7 8 8.33 0.00 0.00 0.00 0.00 0.00 9 -8.33 0.00 0.00 0.00 0.00 0.00 8 8 -0.99 0.00 0.00 0.00 0.00 0.00 9 0.99 0.00 0.00 0.00 0.00 0.00 51 1 9 2.42 0.00 0.00 0.00 0.00 0.00 10 -2.42 0.00 0.00 0.00 0.00 0.00 2 9 2.59 0.00 0.00 0.00 0.00 0.00 10 -2.59 0.00 0.00 0.00 0.00 0.00' 3 9 2.63 0.00 0.00 0.00 0.00 0.00 10 -2.63 0.00 0.00 0.00 0.00 0.00 4 9 0.08 0.00 0.00 0.00 0.00 0.00 10 -0.08 0.00 0.00 0.00 0.00 0.00 5 9 4.03 0.00 0.00 0.00 0.00 0.00 10 -4.03 0.00 0.00 0.00 0.00 0.00 6 9 4.31 0.00 0.00 0.00 0.00 0.00 10 -4.31 0.00 0.00 0.00 0.00 0.00 7 9 3.96 0.00 0.00 0.00 0.00 0.00 10 -3.96 0.00 0.00 0.00 0.00 0.00 8 9 -0.38 0.00 0.00 0.00 0.00 0.00 10 0.38 0.00 0.00 0.00 0.00 0.00 52 1 10 -0.05 0.00 0.00 0.00 0.00 0.00 11 0.05 0.00 0.00 0.00 0.00 0.00 2 10 -0.44 0.00 0.00 0.00 0.00 0.00 11 0.44 0.00 0.00 0.00 0.00 0.00 3 10 1.30 0.00 0.00 0.00 0.00 0.00 11 -1.30 0.00 0.00 0.00 0.00 0.00 4 10 0.48 0.00 0.00 0.00 0.00 0.00 11 -0.48 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 55 tEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 10 0.10 0.00 0.00 11 -0.10 0.00 0.00 6 10 -0.39 0.00 0.00 11 0.39 0.00 0.00 7 10 1.88 0.00 0.00 11 -1.88 0.00 0.00 8 10 0.28 0.00 0.00 11 -0.28 0.00 0.00 53 1 11 0.23 0.00 0.00 12 -0.23 0.00 0.00 2 11 -0.05 0.00 0.00 12 0.05 0.00 0.00 3 11 0.55 0.00 0.00 12 -0.55 0.00 0.00 4 11 1.10 0.00 0.00 12 -1.10 0.00 0.00 5 11 0.23 0.00 0.00 12 -0.23 0.00 0.00 6 11 -0.18 0.00 0.00 12 0.18 0.00 0.00 7 11 0.56 0.00 0.00 12 -0.56 0.00 0.00 8 11 1.65 0.00 0.00 12 -1.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54 1 12 2.54 0.00 0.00 0.00 13 -2.54 0.00 0.00 0.00 2 12 2.80 0.00 0.00 0.00 13 -2.80 0.00 0.00 0.00 3 12 0.23 0.00 0.00 0.00 13 -0.23 0.00 0.00 0.00 4 12 2.57 0.00 0.00 0.00 13 -2.57 0.00 0.00 0.00 5 12 4.14 0.00 0.00 0.00 13 -4.14 0.00 0.00 0.00 6 12 4.60 0.00 0.00 0.00 13 -4.60 0.00 0.00 0.00 7 12 -0.10 0.00 0.00 0.00 13 0.10 0.00 0.00 0.00 8 12 3.83 0.00 0.00 0.00 13 -3.83 0.00 0.00 0.00 55 1 13 4.76 0.00 0.00 0.00 (;‘, 14 -4.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO.'. 56 * ID: UNITED DOMINION BUILDINGS 11: [EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y C 2 13 7.46 14 -7.46 3 13 0.12 14 -0.12 4 13 5.04 14 -5.04 5 13 7.96 14 -7.96 6 13 12.27 14 -12.27 7 13 -0.28 14 0.28 8 13 8.16 14 -8.16 56 1 15 6.71 16 -6.71 2 15 7.48 16 -7.48 3 15 4.95 16 -4.95 4 15 -0.97 16 0.97 5 15 10.65 16 -10.65 6 15 11.79 16 -11.79 7 15 7.59 16 -7.59 8 15 -2.80 16 2.80 57 1 16 3.63 17 -3.63 2 16 3.80 17 -3.80 3 16 3.66 17 -3.66 4 16 0.13 17 -0.13 5 16 6.02 17 -6.02 6 16 6.26 17 -6.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHEAR -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TORSION MOM -Y MOM -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 57 * ID: UNITED DOMINION BUILDINGS 1(1 EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 16 5.75 0.00 0.00 0.00 0.00 0.00 17 -5.75 0.00 0.00 0.00 0.00 0.00 8 16 -0.69 0.00 0.00 0.00 0.00 0.00 17 0.69 0.00 0.00 0.00 0.00 0.00 58 1 17 0.94 0.00 0.00 0.00 0.00 0.00 18 -0.94 0.00 0.00 0.00 0.00 0.00 2 17 0.40 0.00 0.00 0.00 0.00 0.00 18 -0.40 0.00 0.00 0.00 0.00 .0.00 3 17 2.49 0.00 0.00 0.00 0.00 0.00 18 -2.49 0.00 0.00 0.00 0.00 0.00 4 17 1.29 0.00 0.00 0.00 0.00 0.00 18 -1.29 0.00 0.00 0.00 0.00 0.00 5 17 1.74 0.00 0.00 0.00 0.00 0.00 18 -1.74 0.00 0.00 0.00 0.00 0.00 6 17 1.04 0.00 0.00 0.00 0.00 0.00 18 -1.04 0.00 0.00 0.00 0.00 0.00 7 17 3.66 0.00 0.00 0.00 0.00 0.00 18 -3.66 0.00 0.00 0.00 0.00 0.00 8 17 1.21 0.00 0.00 0.00 0.00 0.00 18 -1.21 0.00 0.00 0.00 0.00 0.00 59 1 18 1.21 0.00 0.00 0.00 0.00 0.00 19 -1.21 0.00 0.00 0.00 0.00 0.00 2 18 0.82 0.00 0.00 0.00 0.00 0.00 19 -0.82 0.00 0.00 0.00 0.00 0.00 3 18 1.24 0.00 0.00 0.00 0.00 0.00 19 -1.24 0.00 0.00 0.00 0.00 0.00 4 18 2.32 0.00 0.00 0.00 0.00 0.00 19 -2.32 0.00 0.00 0.00 0.00 0.00 5 18 1.85 0.00 0.00 0.00 0.00 0.00 19 -1.85 0.00 0.00 0.00 0.00 0.00 6 18 1.24 0.00 0.00 0.00 0.00 0.00 19 -1.24 0.00 0.00 0.00 0.00 0.00 7 18 1.36 0.00 0.00 0.00 0.00 0.00 19 -1.36 0.00 0.00 0.00 0.00 0.00 8 18 3.53 0.00 0.00 0.00 0.00 0.00 19 -3.53 0.00 0.00 0.00 0.00 0.00 60 1 19 3.72 0.00 0.00 0.00 0.00 0.00 20 -3.72 0.00 0.00 0.00 0.00 0.00 2 19 3.90 0.00 0.00 0.00 0.00 0.00 20 -3.90 0.00 0.00 0.00 0.00 0.00 3 19 0.13 0.00 0.00 0.00 0.00 0.00 20 -0.13 0.00 0.00 0.00 0.00 0.00 ROOF BP._ ''ING ANALYSIS -- PAGE NO. 58 * ID: UNITED DOMINION BUILDINGS UMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD ';T AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 t9 3.57 0.00 0.00 0.00 0.00 0.00 '0 -3.57 0.00 0.00 0.00 0.00 0.00 5 19 6.07 0.00 0.00 0.00 0.00 0.00 20 -6.07 0.00 0.00 0.00 0.00 0.00 6 19 6.41 0.00 0.00 0.00 0.00 0.00 20 -6.41 0.00 0.00 0.00 0.00 0.00 7 19 -0.75 0.00 0.00 0.00 0.00 0.00 .0 0.75 0.00 0.00 0.00 0.00 0.00 8 19 5.80 0.00 0.00 0.00 0.00 0.00 20 -5.80 0.00 0.00 0.00 0.00 0.00 61 1 20 6.13 0.00 0.00 0.0.0 0.00 0.00 21 -6.13 0.00 0.00 0.00 0.00 0.00 2 20 6.95 0.00 0.00 0.00 0.00 0.00 21 -6.95 0.00 0.00 0.00 0.00 0.00 3 20 -1.11 0.00 0.00 0.00 0.00 0.00 21 1.11 0.00 0.00 0.00 0.00 0.00 4 20 5.28 0.00 0.00 0.00 0.00 0.00 21 -5.28 0.00 0.00 0.00 0.00 0.00 5 20 10.17 0.00 0.00 0.00 0.00 0.00 21 -10.17 0.00 0.00 0.00 0.00 0.00 6 20 11.46 0.00 0.00 0.00 0.00 0.00 21 -11.46 0.00 0.00 0.00 0.00 0.00 7 20 -3.07 0.00 0.00 0.00 0.00 0.00 .1 3.07 0.00 0.00 0.00 0.00 0.00 8 10 7.97 0.00 0.00 0.00 0.00 0.00 11 -7.97 0.00 0.00 0.00 0.00 0.00 62 1 22 7.06 0.00 0.00 0.00 0.00 0.00 13 -7.06 0.00 0.00 0.00 0.00 0.00 2 ,'2 7.04 0.00 0.00 0.00 0.00 0.00 :3 -7.04 0.00 0.00 0.00 0.00 0.00 3 -f:2 3.97 0.00 0.00 0.00 0.00 _0..00 23 -3.97 0.00 0.00 0.00 0.00 0.00 4 ''2 -0.74 0.00 0.00 0.00 0.00 0.00 '3 0.74 0.00 0.00 0.00 0.00 0.00 5 22 11.20 0.00 0.00 0.00 0.00 0.00 23 -11.20 0.00 0.00 0.00 0.00 0.00 6 22 11.11 0.00 0.00 0.00 0.00 0.00 23 -11.11 0.00 0.00 0.00 0.00 0.00 7 22 6.12 0.00 0.00 0.00 0.00 0.00 13 -6.12 0.00 0.00 0.00 0.00 0.00 8 22 -2.73 0.00 0.00 0.00 0.00 0.00 73 2.73 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 59 CEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 63 1 23 3.95 0.00 0.00 0.00 0.00 0.00 24 -3.95 0.00 0.00 0.00 0.00 0.00 2 23 3.81 0.00 0.00 0.00 0.00 0.00 24 -3.81 0.00 0.00 0.00 0.00 0.00 3 23 3.96 0.00 0.00 0.00 0.00 0.00 24 -3.96 0.00 0.00 0.00 0.00 0.00 4 23 1.52 0.00 0.00 0.00 0.00 0.00 24 -1.52 0.00 0.00 ,0.00 0.00 0.00 5 23 6.55 0.00 0.00 0.00 0.00 0.00 24 -6.55 0.00 0.00 0.00 0.00 0.00 6 23 6.28 0.00 0.00 0.0A 0.00 0.00 24 -6.28 0.00 0.00 0.00 0.00 0.00 7 23 6.10 0.00 0.00 0.00 0.00 0.00 24 -6.10 0.00 0.00 0.00 0.00 0.00 8 23 0.43 0.00 0.00 0.00 0.00 0.00 24 -0.43 0.00 0.00 0.00 0.00 0.00 64 1 24 1.09 0.00 0.00 0.00 0.00 0.00 25 -1.09 0.00 0.00 0.00 0.00 0.00 2 24 0.78 0.00 0.00 0.00 0.00 0.00 25 -0.78 0.00 0.00 0.00 0.00 - 0.00 3 24 3.95 0.00 0.00 0.00 0.00 0.00 25 -3.95 0.00 0.00 0.00 0.00 0.00 4 24 2.99 0.00 0.00 0.00 0.00 0.00 25 -2.99 0.00 0.00 0.00 0.00 0.00 5 24 1.98 0.00 0.00 0.00 0.00 0.00 25 -1.98 0.00 0.00 0.00 0.00 0.00 6 24 1.67 0.00 0.00 0.00 0.00 0.00 25 -1.67 0.00 0.00 0.00 0.00 0.00 7 24 5.52 0.00 0.00 0.00 0.00 0.00 25 -5.52 0.00 0.00 0.00 0.00 0.00 8 24 3.26 0.00 0.00 0.00 0.00 0.00 25 -3.26 0.00 0.00 0.00 0.00 0.00 65 1 25 1.36 0.00 0.00 0.00 0.00 0.00 26 -1.36 0.00 0.00 0.00 0.00 0.00 2 25 1.21 0.00 0.00 0.00 0.00 0.00 26 -1.21 0.00 0.00 0.00 0.00 0.00 3 25 2.66 0.00 0.00 0.00 0.00 0.00 26 -2.66 0.00 0.00 0.00 0.00 0.00 4 25 3.83 0.00 0.00 0.00 0.00 0.00 26 -3.83 0.00 0.00 0.00 0.00 0.00 5 25 2.10 0.00 0.00 0.00 0.00 0.00 26 -2.10 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 60 ID: UNITED DOMINION BUILDINGS '.EMBER END FORCES . STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 25 1.88 0.00 0.00 0.00 0.00 0.00 26 -1.88 0.00 0.00 0.00 0.00 0.00 7 25 3.27 0.00 0.00 0.00 0.00 0.00 26 -3.27 0.00 0.00 0.00 0.00 0.00 8 25 5.16 0.00 0.00 0.00 0.00 0.00 26 -5.16 0.00 0.00 0.00 0.00 0.00 66 1 26 4.07 0.00 0.00 0.00 0.00 0.00 27 -4.07 0.00 0.00 0.00 0.00 0.00 2 26 3.94 0.00 0.00 0.00 0.00 0.00 27 -3.94 0.00 0.00 0.00 0.00 0.00 3 26 0.91 0.00 0.00 0.00 0.00 0.00 27 -0.91 0.00 0.00 0.00 0.00 0.00 4 26 3.84 0.00 0.00 0.00 0.00 0.00 27 -3.84 0.00 0.00 0.00 0.00 0.00 5 26 6.65 0.00 0.00 0.00 0.00 0.00 27 -6.65 0.00 0.00 0.00 0.00 0.00 6 26 6.48 0.00 0.00 0.00 0.00 0.00 27 -6.48 0.00 0.00 0.00 0.00 0.00 ai 7 26 0.28 0.00 0.00 0.00 0.00 0.00 (`•-- 27 -0.28 0.00 0.00 0.00 0.00 0.00 8 26 6.04 0.00 0.00 0.00 0.00 0.00 27 -6.04 0.00 0.00 0.00 0.00 0.00 67 1 27 6.52 0.00 0.00 0.00 0.00 0.00 28 -6.52 0.00 0.00 0.00 0.00 0.00 2 27 6.66 0.00 0.00 0.00 0.00 0.00 28 -6.66 0.00 0.00 0.00 0.00 0.00 3 27 -0.88 0.00 0.00 0.00 0.00 0.00 28 0.88 0.00 0.00 0.00 0.00 0.00 4 27 3.86 0.00 0.00 0.00 0.00 0.00 28 -3.86 0.00 0.00 0.00 0.00 0.00 5 27 10.78 0.00 0.00 0.00 0.00 0.00 28 -10.78 0.00 0.00 0.00 0.00 0.00 6 27 11.02 0.00 0.00 0.00 0.00 0.00 28 -11.02 0.00 0.00 0.00 0.00 0.00 7 27 -2.65 0.00 0.00 0.00 0.00 0.00 28 2.65 0.00 0.00 0.00 0.00 0.00 8 27 6.06 0.00 0.00 0.00 0.00 0.00 28 -6.06 0.00 0.00 0.00 0.00 0.00 68 1 29 7.38 0.00 0.00 0.00 0.00 0.00 30 -7.38 0.00 0.00 0.00 0.00 0.00 2 29 6.81 0.00 0.00 0.00 0.00 0.00 30 -6.81 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 61 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 29 4.69 0.00 0.00 0.00 0.00 0.00 30 -4.69 0.00 0.00 0.00 0.00 0.00 4 29 -0.77 0.00 0.00 0.00 0.00 0.00 30 0.77 0.00 0.00 0.00 0.00 0.00 5 29 11.70 0.00 0.00 0.00 0.00 0.00 30 -11.70 0.00 0.00 0.00 0.00 0.00 6 29 10.75 0.00 0.00 0.00 0.00 0.00 30 -10.75 0.00 0.00 0.00 0.00 0.00 7 29 7.23 0.00 0.00 0.00 0.00 0.00 30 -7.23 0.00 0.00 0.00 0.00 0.00 8 29 -2.12 0.00 0.00 0.00 0.00 0.00 30 2.12 0.00 0.00 0.00 0.00 0.00 69 1 30 3.71 0.00 0.00 0.00 0.00 0.00 31 -3.71 0.00 0.00 0.00 0.00 0.00 2 30 3.78 0.00 0.00 0.00 0.00 0.00 31 -3.78 0.00 0.00 0.00 0.00 0.00 3 30 3.45 0.00 0.00 0.00 0.00 0.00 31 -3.45 0.00 0.00 0.00 0.00 0.00 4 30 0.25 0.00 0.00 0.00 0.00 0.00 31 -0.25 0.00 0.00 0.00 0.00 0.00 5 30 6.18 0.00 0.00 0.00 0.00 0.00 31 -6.18 0.00 0.00 0.00 0.00 0.00 6 30 6.18 0.00 0.00 0.00 0.00 0.00 31 -6.18 0.00 0.00 0.00 0.00 0.00 7 30 5.05 0.00 0.00 0.00 0.00 0.00 31 -5.05 0.00 0.00 0.00 0.00 0.00 8 30 -0.91 0.00 0.00 0.00 0.00 0.00 31 0.91 0.00 0.00 0.00 0.00 0.00 70 1 31 0.50 0.00 0.00 0.00 0.00 0.00 32 -0.50 0.00 0.00 0.00 0.00 0.00 2 31 0.95 0.00 0.00 0.00 0.00 0.00 32 -0.95 0.00 0.00 0.00 0.00 0.00 3 31 2.34 0.00 0.00 0.00 0.00 0.00 32 -2.34 0.00 0.00 0.00 0.00 0.00 4 31 1.41 0.00 0.00 0.00 0.00 0.00 32 -1.41 0.00 0.00 0.00 0.00 0.00 5 31 1.02 0.00 0.00 0.00 0.00 0.00 32 -1.02 0.00 0.00 0.00 0.00 0.00 6 31 1.95 0.00 0.00 0.00 0.00 0.00 32 -1.95 0.00 0.00 0.00 0.00 0.00 7 31 2.99 0.00 0.00 0.00 0.00 0.00 32 -2.99 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 62 * ID: UNITED DOMINION BUILDINGS IEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM-YMOM-Z 8 31 1.49 0.00 0.00 0.00 0.00 0.00 32 -1.49 0.00 0.00 0.00 0.00 0.00 71 1 32 33 2 32 33 3 32 33 4 32 33 5 32 33 6 32 33 7 32 33 8 32 33 /2 1 33 34 2 33 34 3 33 34 4 33 34 5 33 34 6 33 34 7 33 34 8 33 34 0.83 - 0.83 1.39 - 1.39 1.02 - 1.02 2.44 -2.44 1.22 -1.22 2.18 - 2.18 0.77 -0.77 3.52 - 3.52 3.88 - 3.88 3.90 - 3.90 - 0.36 0.36 3.75 -3.75 6.32 - 6.32 6.40 - 6.40 - 1.48 1.48 5.40 - 5.40 73 1 34 6.82 35 -6.82 2 34 6.37 35 -6.37 3 34 -0.81 35 0.81 4 34 4.79 35 -4.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .xe�..,.• ..�.. .. vl•.<.�::�);.a.,.����.�..:; u.nrvuwrs..wiY:•H;,n;nv ya..r.rvv x, v.ntanv (our' ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 63 !EMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 5 34 11.24 0.00 0.00 0.00 0.00 0.00 35 -11.24 0.00 0.00 0.00 0.00 0.00 6 34 10.57 0.00 0.00 0.00 0.00 0.00 35 -10.57 0.00 0.00 0.00 0.00 0.00 7 34 -2.59 0.00 0.00 0.00 0.00 0.00 35 2.59 0.00 0.00 0.00 0.00 0.00 8 34 7.24 0.00 0.00 0.00 0.00 0.00 35 -7.24 0.00 0.00 0.00 0.00 0.00 74 1 36 7.61 0.00 0.00 0.00 0.00 0.00 37 -7.61 0.00 0.00 0.00 0.00 0.00 2 36 5.42 0.00 0.00 0.00 0.00 0.00 37 -5.42 0.00 0.00 0.00 0.00 0.00 3 36 5.29 0.00 0.00 0.00 0.00 0.00 37 -5.29 0.00 0.00 0.00 0.00 0.00 4 36 0.01 0.00 0.00 0.00 0.00 0.00 37 -0.01 0.00 0.00 0.00 0.00 0.00 5 36 12.04 0.00 0.00 0.00 0.00 0.00 37 -12.04 0.00 0.00 0.00 0.00 0.00 6 36 8.54 0.00 0.00 0.00 0.00 0.00 37 -8.54 0.00 0.00 0.00 0.00 0.00 7 36 8.34 0.00 0.00 0.00 0.00 -0.00 37 -8.34 0.00 0.00 0.00 0.00 0.00 8 36 -0.75 0.00 0.00 0.00 0.00 0.00 37 0.75 0.00 0.00 0.00 0.00 0.00 c 75 1 37 2.47 0.00 0.00 0.00 0.00 0.00 38 -2.47 0.00 0.00 0.00 0.00 0.00 2 37 2.76 0.00 0.00 0.1.:0 0.00 0.00 38 -2.76 0.00 0.00 0.00 0.00 0.00 3 37 2.63 0.00 0.00 0.00 0.00 0.00 38 -2.63 0.00 0.00 0.00 0.00 0.00 4 37 0.49 0.00 0.00 0.00 0.00 -0.00 38 -0.49 0.00 0.00 0.(.0 0.00 0.00 5 37 4.19 0.00 0.00 0.00 0.00 0.00 38 -4.19 0.00 0.00 0.00 0.00 0.00 6 37 4.48 0.00 0.00 0.00 0.00 0.00 38 -4.48 0.00 0.00 0.00 0.00 0.00 7 37 4.05 0.00 0.00 0.00 0.00 0.00 38 -4.05 0.00 0.00 0.00 0.00 0.00 8 37 0.14 0.00 0.00 0.00 0.00 0.00 38 -0.14 0.00 0.00 0.00 0.00 0.00 76 1 38 -0.36 0.00 0.00 0.00 0.00 0.00 39 0.36 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 64 * ID: UNITED DOMINION BUILDINGS !EMBER END FORCES ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z STRUCTURE TYPE = PLANE 2 38 0.17 0.00 39 -0.17 0.00 3 38 1.15 0.00 39 -1.15 0.00 4 38 1.20 0.00 39 -1.20 0.00 5 38 -0.42 0.00 39 0.42 0.00 6 38 0.67 0.00 39 -0.67 0.00 7 38 1.37 0.00 39 -1.37 0.00 8 38 1.52 0.00 39 -1.52 0.00 77 1 39 0.18 0.00 40 -0.18 0.00 2 39 0.63 0.00 40 -0.63 0.00 3 39 0.16 0.00 40 -0.16 0.00 4 39 2.01 0.00 40 -2.01 0.00 5 39 0.17 0.00 40 -0.17 0.00 6 39 0.91 0.00 40 -0.91 0.00 7 39 -0.38 0.00 40 0.38 0.00 8 39 2.71 0.00 40 -2.71 0.00 78 1 40 2.99 0.00 41 -2.99 0.00 2 40 3.00 0.00 41 -3.00 0.00 3 40 -0.35 0.00 41 0.35 0.00 4 40 2.73 0.00 41 -2.73 0.00 5 40 4.88 0.00 41 -4.88 0.00 6 40 4.91 0.00 41 -4.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TORSION MOM -Y MOM -Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :x.00 0.00 LJ.00 0.00 u.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 7.00 0.00 .00 0.00 1.00 0.00 4.00 0.00 ,.00 0.00 x.00 0.00 .00 0.00 0.00 0.00 J.00 0.00 1..00 0.00 ?.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L., .,....,:.,......... ROOF BRACING ANALYSIS * ID: UNITED DOMINION BUILDINGS -- PAGE NO. 65 (TEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 40 -1.33 0.00 0.00 0.00 0.00 0.00 41 1.33 0.00 0.00 0.00 0.00 0.00 8 40 4.38 0.00 0.00 0.00 0.00 0.00 41 -4.38 0.00 0.00 0.00 0.00 0.00 79 1 41 6.89 0.00 0.00 0.00 0.00 0.00 42 -6.89 0.00 0.00 0.00 0.00 0.00 2 41 5.26 0.00 0.00 0.00 0.00 0.00 42 -5.26 0.00 0.00 0.00 0.00 0.00 3 41 -0.24 0.00 0.00 0.00 0.00 0.00 42 0.24 0.00 0.00 0.00 0.00 .0.00 4 41 4.29 0.00 0.00 0.00 0.00 0.00 42 -4.29 0.00 0.00 0.00 0.00 0.00 5 41 11.32 0.00 0.00 0.00 0.00 0.00 42 -11.32 0.00 0.00 0.00 0.00 0.00 6 41 8.77 0.00 0.00 0.00 0.00 0.00 42 -8.77 0.00 0.00 0.00 0.00 0.00 7 41 -1.32 0.00 0.00 0.00 0.00 0.00 42 1.32 0.00 0.00 0.00 0.00 0.00 8 41 6.92 0.00 0.00 0.00 0.00 0.00 42 -6.92 0.00 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 199. * 200. PRINT SUPPORT REACTIONS ROOF BRACING ANALYSIS -- PAGE NO. 66 * ID: UNITED DOMINION BUILDINGS SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X 1 1 2 3 4 5 6 7 8 7 1 2 3 4 5 6 7 8 43 1 2 3 4 5 6 7 8 55 1 2 3 4 5 6 7 8 2 1 2 3 4 5 6 7 8 3 1 2 3 4 5 - 0.09 - 9.95 - 5.55 0.67 - 0.15 -15.76 -9.36 1.67 0.00 9.50 - 0.96 6.08 0.00 15.59 - 2.35 10.06 -9.94 - 0.08 -5.77 0.73 -15.77 - 0.13 -9.65 1.81 9.37 -0.04 -1.08 3.08 15.29 -0.06 -2.18 4.45 5.29 -4.56 -3.19 2.57 8.38 -7.56 -5.58 5.45 3.92 -1.28 -2.67 2.60 6.43 FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2.12 -7.83 -1.95 0.00 4.13 -11.15 -3.37 0.00 2.12 -7.70 0.00 -2.06 4.63 -11.70 0.00 -3.49 8.10 - 2.12 2.14 0.00 11.59 - 4.13 3.65 0.00 9.45 - 2.12 0.00 0.89 14.54 -4.65 0.00 1.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 67 * ID: UNITED DOMINION BUILDINGS f UPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X 6 -2.45 7 -5.09 8 5.34 4 1 -0.28 2 0.00 3 -2.49 4 2.56 5 -0.09 6 0.00 7 -4.95 8 4.92 5 1 -3.93 2 1.68 3 -2.49 4 2.59 5 -6.40 6 2.65 7 -5.09 8 5.02 6 1 -4.75 2 4.79 3 -2.23 4 3.32 5 -7.93 6 7.85 7 -4.87 8 5.68 44 1 -4.49 2 5.56 3 -3.31 4 2.75 5 -7.48 6 8.76 7 -5.97 8 5.94 45 1 -1.38 2 4.09 3 -2.80 4 2.78 5 -2.39 6 6.61 7 -5.09 8 5.52 46 1 -3.34 2 5.70 FORCE -Y FORCE -Z MON-X MOM -Y MOM Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 68 ID: UNITED DOMINION BUILDINGS tuPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X M014 -Y MOM Z 3 -9.53 0.00 0.00 0.00 0.00 0.00 4 13.51 0.00 0.00 0.00 0.00 0.00 5 -4.44 0.00 0.00 0.00 0.00 0.00 6 10.39 0.00 0.00 0.00 0.00 0.00 7 -17.93 0.00 0.00 0.00 0.00 0.00 8 23.62 0..00 0.00 0.00 0.00 0.00 51 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.37 0.00 0.00 0.00 0.00 0.00 3 -2.27 0.00 0.00 0.00 0.00 0.00 4 1.36 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 6 -2.86 0.00 0.00 0.00 0.00 0.00 7 -2.95 0.00 0.00 0.00, 0.00 0.00 8 2.76 0.00 0.00 0.00 0.00 0.00 52 1 2.32 0.00 0.00 0.00 0.00 0.00 2 -1.79 0.00 0.00 0.00 0.00 0.00 3 -0.40 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 2.88 0.00 0.00 0.00 0.00 0.00 6 -2.75 0.00 0.00 0.00 0.00 0.00 7 -0.79 0.00 0.00 0.00 0.00 0.00 8 -0.01 0.00 0.00 0.00 0.00 0.00 53 1 1.95 0.00 0.00 0.00 0.00 0.00 2 -4.79 0.00 0.00 0.00 0.00 0.00 3 -0.59 0.00 0.00 0.00 0.00 0.00 4 0.61 0.00 0.00 0.00 0.00 0.00 5 2.95 3.00 0.00 0.00 0.00 0.00 6 -7.83 0.00 0.00 0.00 0.00 0.00 7 -1.32 C, .. 00 0.00 0.00 0.00 0.00 8 0.79 0.00 0.00 0.00 0.00 0.00 54 1 5.36 0.00 0.00 0.00 0.00 0.00 2 -7.45 0.00 0.00 0.00 0.00 0.00 3 -0.82 0.00 0.00 0.00 0,.00 0.00 4 0.96 0.00 0.00 0.00 0.00 0.00 5 8.69 0.00 0.00 0.00 0.00 0.00 6 -12.44 0.00 0.00 0.00 0.00 0.00 7 -1.67 0.00 0.00 0.00 0.00 0.00 8 1.81 0.00 0.00 0.00 0.00 0.00 8 1 0.00 2.40 0.00 0.00 0.00 0.00 2 0.00 -5.30 0.00 0.00 0.00 0.00 3 0.00 -0.86 0.00 0.00 0.00 0.00 4 0.00 1.16 0.00 0.00 0.00 0.00 5 0.00 3.80 0.00 0.00 0.00 0.00 6 0.00 -8.34 0.00 0.00 0.00 0.00 7 0.00 -1.61 0.00 0.00 0.00 0.00 ROOF BRACING ANALYSIS -- PAGE NO. 69 * ID: UNITED DOMINION BUILDINGS ;UPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 8 0.00 2.47 0.00 0.00 0.00 0.00 15 1 0.00 4.42 0.00 0.00 0.00 0.00 2 0.00 -4.89 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 1.99 0.00 0.00 0.00 0.00 5 0.00 7.03 0.00 0.00 0.00 0.00 6 0.00 -7.71 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 3.44 0.00 0.00 0.00 0.00 22 1 0.00 4.74 0.00 0.00 0.00 0.00 2 0.00 -4.33 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.17 0.00 0.00, 0.00 0.00 5 0.00 7.52 0.00 0.00 0.00 0.00 6 0.00 -6.83 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.37 0.00 0.00 0.00 0.00 29 1 0.00 4.43 0.00 0.00 0.00 0.00 2 0.00 -4.50 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 -1.77 0.00 0.00 0.00 0.00 5 0.00 7.02 0.00 0.00 0.00 0.00 6 0.00 -7.11 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 -3.15 0.00 0.00 0.00 0.00 36 1 0.00 5.25 0.00 0.00 0.00 0.00 2 0.00 -2.67 0.00 0.00 0.00 0.00 3 0.00 0.84 0.00 0.00 0.00 0.00 4 0.00 -1.32 0.00 0.00 0.00 0.00 5 0.00 8.31 0.00 0.00 0.00 0.00 6 0.00 -4.20 0.00 0.00 0.00 0.00 7 0.00 1.46 0.00 0.00 0.00 0.00 8 0.00 -2.85 0.00 0.00 0.00 0.00 14 1 0.00 2.15 0.00 0.00 0.00 ._0.00 2 0.00 -4.97 0.00 0.00 0.00 0.00 3 0.00 1.01 0.00 0.00 0.00 0.00 4 0.00 -1.15 0.00 0.00 0.00 0.00 5 0.00 3.60 0.00 0.00 0.00 0.00 6 0.00 -8.17 0.00 0.00 0.00 0.00 7 0.00 2.21 0.00 0.00 0.00 0.00 8 0.00 -2.03 0.00 0.00 0.00 0.00 21 1 0.00 4.10 0.00 0.00 0.00 0.00 2 0.00 -4.65 0.00 0.00 0.00 0.00 3 0.00 1.80 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 pq'4%. ROOF BRACING ANALYSIS * -- PAGE NO. 70 ID: UNITED DOMINION BUILDINGS SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X 5 6 7 8 28 1 2 3 4 5 6 7 8 35 1 2 3 4 5 6 7 8 42 1 2 3 4 5 6 7 8 50 1 2 3 4 5 6 7 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FORCE -Y 6.80 - 7.67 3.40 0.00 4.37 - 4.07 0.14 0.00 7.22 -6.74 0.23 0.00 4.09 -4.23 - 1.60 0.00 6.74 -7.02 - 2.81 0.00 4.85 -2.59 - 0.98 0.70 7.96 - 4.32 - 2.08 1.24 4.16 - 4.77 - 0.53 1.38 6.81 -7.96 - 1.07 2.49 FORCE -Z MOM -X MOM -Y MOM Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 201. * c`, ROOF BRACING ANALYSIS -- PAGE NO. 71. ,k ID: UNITED DOMINION BUILDINGS 202. FINISH *************** END OF STAAD-III *************** **** DATE= SEP 24,1996 TIME= 16: 4:39 **** ********************************************************* * For questions on STAAD-III/ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921 -2543 ********************************************************* PgxfrIAAY FrtAl4fi5 w•r Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 24 of 104 [2113,11 (Optical Facility)_ .,:tit+•}'?•}}'v.Y }'•i}}} .� ...........:............1."'"'"..."---.......... :::OYii '::: �;,}Y}';.}:L'•f<?•}}}::+.': }>}'C:•i iv.'+ ':'i:.}};r::•}Y::: :...:... r ...., .r... .. .. ... :•..., ++.:.. 4 . vnn;n,,v::•::,;•: "'}•:::- :; :..,.: i...; ;.,+...k :.: .. ;...j/... ... ..fi::?}•.v::: •;f{:.:?•r•i.... ...., +.\ i. ., .?'.iit:. ::r�;rr.Y/.•::•:. T.n •: UY.,: Y ^G':•}:i:: fr.. .$.f..r r•.S.{.v}rp,.rn:•:.{{SY.,`,f,.:!'•Yv:!•$•:•+}:. •Y.•:::: }:Y:::. k: }:.v. •; +••;.,. '� \}v,.,r�.•in v}:::. .,,: Y..,r}..,vr: •:.•.}vr .,v. .�i 4{.+.+., ... i ,.,:{:.?:n r.:•}„ •. : .f:: ,��,. r.,... n .a.. .fb,. `rr >'.kt•}"+:r.r+•1.5:5,3.. f, Y `.�, j�.j�(� .. + ..: ?Ca:+::?�!.. }:;f,},::?ik•:>•:.k. .�S•.,5..:...s:?•r}::?•.?:;•..k,•..:.{?.}}:�}:•}fk<??:,Y.{kk);;;�kt;r.'.::d^•.'•:k,?,.:..'.k�?•.;::....:.......:..:.:......?....:.::::.::. ..,%:::::a,.....,::•: i,,..:.: {�a`i:" �":� ISReiiME�17�2�C7i7P�.......1....Yn3...,,.,,.+...,....A,.....,,^5.,+!!:......,............. Frame ID : S1 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19: 9 Frame Type: Post & Beam 3 -Plate ( 5 End Posts ) Machine: u092 Frame Back Front Plane Grid Grid 10-FL1 H A.9 Matt' yl .:.::...n}{4iv:<Nmv S:hvvkY^fti :R Frame Width 134'-1 Back Girt Proj : 0'-11 1/2 Back Sidewall Ht : 16'-3 5/8 Back Sw Col Base Elev : 0'-0 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 16'-9 5/8 Front Sw Col Base Elev : 0'-0 Total Bldg Width : 136'-0 Back Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Front Roof Pitcn : .25/12 Average Bay Space = 20'-3 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top , Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top End Post Spaces(Left to Right) 1 at 23'-4 4 at 22'-4 1 at 23'-4 .... •...,.....::::::::::..,•::<.,.:.:•.:,..•,::•.:.:.:}Y::.•}:+:..::::::::•.:,•::.......:{.?+•:::•....::+••:iii>i:?;:i::ii r.}..,:::•;<:}<::i:i?::i:a�:•k;�{>::; .:#•.,.. <::>:•.}•.4:+,•+,•::oJ::::.,.:f,•.r.:•:::Y::.•::f•:r:!}!���'<>iSYiz;:vki�}:•>:Y:k:i�: ...JJ. ... \ ::•.:..^:?>i:?:}:•:':r:..:4•Y}:v..::•:•Y:??.:v}:3'i::Y:+: }., .., {, :{r..' ry.........:................................:........:..........:. ��..�t�..�ir8�b'�"l��:a�•:i�'�i�:}:::}::}}:iik;^•.:::i.•,;::.}}:•}Y.......m:.}..,v::::.:::::.v.}.:...::::...........n..,..............:.................v .........,..n.:};w::.,�y::v::.........;r..,.:::n......r:.+v............... OH A.9 .250: 12 .250: 12 izr-o t f6}10'4+---22'-4 /16--,+.—,—...22' —4 /16 22'-4 /16 1 16--x_23'-4 � 16_ --23'-4 � 2 �4.0E3 � 1� i� 12 13 14' 1510 iii 1H m m 1 io. iii ,Q r 71 a2 .3 t.' .4 T m : 9 to I . 23'-4 —{ 22'-4 — 22'-4 ---+{s 22'-4 22'-4 23' 4 f 136' 0 Frame Cross Section for Plane FLI (10) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility '" 7Y::i.�r.+.�;ii;:Y.aFn:✓_:: ,�ruw �::,:nw>., Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 25 of 104 2113 1 1 . 'cal Facili . Yf::•r:{:{•:: ::;'stf•'.. :: »,:.., �.r., : ..:�CiAIVi'�7" ' .a.:•:.r}: :+. }i Y. n,.::::: �}:;•iii}:�:,ti}Y}f:;';•ii: ti:f{;n :$,.. \•: .:, y.1C'•.'•:v.i •: }n;�..,. ;1 i}:?.::::: :.......................... �:•.:.. ti.:{....•':::{{:.ii:: Y:+:::.�.i:;:: is:.:...::::.,.:.�::::.:::::.�.:::{{:l�: DESCRIPTION: Varco-Pruden FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for Varco-Pruden FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns . . - • . - . PidN F% The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: Varco-Pruden FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in Varco-Pruden FRAME welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum yield strength of 50,000 psi. �F,,,,??::;<:?:>?:i>#>:`E::i':?<:>[:ss>•r.::ii3>:sr!E?:`•>r`?:'<tis':>'•:<i:?<:i>!?<:<;?iEr!i>s t�r� ><.11�'�[iALSii��O�a�r .. . .........._ ................»,,..:;,::...:::.:.�•.:i..,:,.;,..,::..:.:..:, ..:.:::..::::.:.:::::.::. .:.N ...::::.:.:::.;::� Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-3 5/8 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-9 5/8 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 5'-0 1 at 2 at 3'-0 5 at 5'-0 1 at 4'-0 1 at 5'-0 1'-10 1/16 1 at 2'-8 i{'� .4:^i?f:{iffff�r i:f: :f:2+^�Yf;i:;:i; :•,{;: Live Load : 20.00 PSF Total Dead Load : 13.56 PSF Roof Snow Load : 25.00 PSF Wind Load : 80.00 MPH( 17.85 Collateral(Uptt): .00 PSF Building Code : 94UBC Exposure Factor : C Enclosure Factor: Enclosed Collateral(Gravity): 8.00 PSF Purlins/Sheeting : 4.14 PSF Frame Dead Load : 1.42 PSF PSF) Total Dead Load :13.56 PSF Bldg Use Category : 4 Seismic Zone : 3 Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Coltat Grav 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 5 1.33 Y 1.00 Dead Weight + 1.00 Wind IJ Ridge 6 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav 7 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav 8 1.33 Y 1.00 Dead Weight + .50 Snow 9 1.33 Y 1.00 Dead Weight + .50 Snow 10 1.33 Y 1.00 Dead Weight + .50 Snow 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live + 1.00 Snow + 1.00 Seismic Right + 1.00 Seismic Left + 1.00 Wind 1 Right + 1.00 Wind 1 Left + 1.00 Wind II Ridge + 1.00 Snow + .50 Wind 1 Right Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Trbnla,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 26 of 104 [2113.11 (Optical Fa iiity) iii['LQlitf7a'�•:::::•?:c•:>::?S : c .. ... •.; .•/?+>i:+:f :iy?y.ih :?S:'..i;L:>.;: { :4:{::£v'g?:>.?i�Y�$: }<0{.}ii'i'+.y Fria, i�?+''�::<�{{:$ :+�• •'•' >,.�i.x :�:t;: ,i'y>i} n, •• •'v':C „?'liiii:•L.:::r'$ ;',??f{v: Il��:``V$:r{`•.r iiia"{yf•?: LA: r.<::::::�:. •:•...•::: , .. y,:.;,;:•:.,;.;.,,,:.:;:c? •;?'?`::'•!a iii;!+::.:.%:; t::i:%:•::::%..?.`vc .t,.i`.,;G...};.:.;.,Si'.,. tet:....: � . � '•,�i � :: ;. �.� <•, f:.::•:... cf �3.`<?7`� �i$:;t•::g 12 13 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snaps . + .50 Wind 1 Left 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow + .50 Wind (I Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise ) Frm ID Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading No. Category (kips) (kips) (In -K) Reference Code Dist Vert Hort Code Type Combinations S1 4014 Vert PtLd -.65 .00 0. Out Flang V .00 .00 Segment Segment Segment Start X/Y No. Length -Ft. Type Coord-Ft. 4014 10.34 RafterBm 80.00 17.97 .00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 End X/Y Coord-Ft. 90.33 17.75 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support ID No. Category From To From To Code Load Loading ,Type Combinations S1 S1 S1 S1 S1 S1 S1 S1 1 S1 S1 S1 S1 S1 S1 S1 �'�Ai1'I�'b 4010 Vert Unif .00 4.80 -.39 .00 No 4010 Vert Unif .00 23.34 -.10 -.05 No 4011 Vert Unif .00 22.34 -.05 -.01 No 4012 Vert Unif .00 4.32 -.01 .00 No 4012 Vert Unif 4.32 22.34 -.25 -.25 No 4013 Vert Unif .00 11.99 -.25 -.25 No 4014 Vert Unif .00 10.34 -.25 -.25 No 4014 Vert Unif 2.20 10.34 .00 .00 No 4015 Vert Unif .00 22.34 -.25 -.25 No 4015 Vert Unif 2.26 22.34 .00 .00 No 4015 Vert Unif .00 2.26 .00 .00 No 4016 Vert Unif .00 5.33 -.25 -.25 No 4016 Vert Unif 5.33 20.93 -.05 -.05 No 4016 Vert Unif 18.52 23.33 .00 -.45 No 4016 Vert Unif .00 10.43 .00 .00 No Segment Segment Segment Start X/Y No. Length -Ft. Type Coord-Ft. 4010 23.34 RafterBm .00 16.30 4011 22.34 Rafter8m 23.33 16.79 4012 22.34 RafterBm 45.67 17.25 4013 12.00 RafterBm 68.00 17.72 4014 10.34 RafterBm 80.00 17.97 4015 22.34 RafterBm 90.33 17.75 4016 23.34 RafterBm 112.67 17.29 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 Snow 2, 8, 9,10,11,12,13 End X/Y Coord-Ft. 23.33 16.79 45.67 17.25 68.00 17.72 80.00 17.97 90.33 17.75 112.67 17.29 136.00 16.80 ;.:•.• gMJ3frEk$ k:.S�'�><»<�`r>i>#:<><<`'<:>:>::»>s::>>::;::>>>:<:::>:<:::>::>:<::<:s>::>:z:::::<:>:<:%>::>:::>::>':<:i:::::>`:<>::::::<:»:>:::>:::::;�::?%<:;::<z::::z<:><:'i>::::«<:;%::>:#>:<;<:<;:>:>::>:>:<>«:;::::::<>:<;:>:'>s:::<o>::»:::::::«:::i:; MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy SPLICE C00ES THICKNESS SHAPE Jt1 Jt2 REF. 1 2 3 4 5 6 7 6.00 .1875 .1875 6.00 6.00 16.114 225.73 46.0 46.0 5.00 .2500 .1875 14.00 14.00 4.000 71.81 50.0 50.0 5.00 .2500 .1875 14.00 14.00 13.130 228.98 50.0 50.0 5.00 .2500 .1875 14.00 14.00 5.809 101.30 50.0 50.0 5.00 .2500 .1875 14.00 14.00 3.441 60.01 50.0 50.0 5.00 .1875 .1875 14.00 14.00 13.338 204.24 50.0 50.0 5.00 .1875 .1875 14.00 14.00 5.559 85.13 50.0 50.0 Base Plt Knee 0 0 T6.0X6.0X.1875 Knee Shop Spl 0 0 3 -Plate Shop Spl Shop Spl 0 0 3 -Plate Shop Spl Shop Spl 0 0 3 -Plate Shop Spl Bolt Plt 0 0 3 -Plate Bolt Plt Shop Spl 0 0 3 -Plate Shop Spl Shop Spl 0 0 3 -Plate wwl C Varco-Pruden Buildings A United Dominion Company y PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) T(960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 27 of 104 2113.11 (Oatical Facility) .v :v..... n...:.n, :. :...... •..... n. n.v .. .•J ...v 2•. r:rr rV..:.. ...r. ..n .+ i�7':{'{.. .. :: ..v: ... ... i•:C7. {\:R ::?++4 '•i.:+fi": 7'•%: :>n'{nv.. •xfi•': ... ..: {. :T.:. .,.34 r.{.: 7:r,:C.:r;?.:r.r.;,J,.}::.'+.7,.v.?•: n:?!:•:}nvr2+v,n: �.;rr. ,yy .:'�G,.: .; ,r .YY ,�}v, J.r :. nK{,{� v221;y {S�j}ki:�.'h:i{:F �.{i?,4;x';7',;:,?•{{'f .}..i:: :.:!.nrn:.$vx{J{.v�. i } .. Y......k... 7k{•:J.: yA.M. .v.,{!7 {•; Y}} �v'i}Fir.E,. :... . .}v �+ : i4i .. Y.. .�����by.L ,vv •.....:. i, h C; .. il. Yi2. 7 J}. ;wv:+:p:??: >� vv}.v.w}:: .., \:2.\ti ?.^'nh{i..r.: ..: \P '.r rnr �.v :F ,/l r�rr: r��+��> .:,"h, n��Y1�Y7:•i:+{{v:.i.};}:.r :.Aa���'1��k:: •v.•...y }:: :.:.:?r.�nVaihv..: �}:}::21.}+: }.>v:::: �.t1:<::.: n::: :.::: X:){:.na•.::7kh?:v:{:f{ l,•r: ?{.:•$.: � �.� :.5.}..R„'4}77{:?•�v: x:3.•7:.i}7}:•.i.:.;;}??....w:::::::::::: � :.::..: � :, :.:C.{.,.5,?..i+ri �.'v^.::::Y:{:�:{}.}. MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 8 5.00 .1875 .1875 14.00 14.00 3.441 52.69 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 9 5.00 .2500 .1875 14.00 14.00 13.338 232.60 50.0 50.0 Bolt Pit Shop Spl 0 0 3 -Plate 10 5.00 .2500 .1875 14.00 14.00 5.559 96.95 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 11 5.00 .2500 .1875 14.00 14.00 11.443 199.35 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 12 5.00 .2500 .1875 14.00 14.00 9.776 170.28 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 13 5.00 .2500 .1875 14.00 14.00 5.310 92.59 50.0 50.0 Shop Spl Shop Spt 0 0 3 -Plate 14 5.00 .2500 .1875 14.00 14.00 13.588 236.96 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 15 5.00 .2500 .1875 14.00 14.00 3.441 60.00 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 16 5.00 .2500 .1875 14.00 14.00 5.559 96.95 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 17 5.00 .2500 .1875 14.00 14.00 13.380 233.34 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 18 5.00 .2500 .1875 14.00 14.00 4.000 71.80 50.0 50.0 Shop Spl Knee 0 0 3 -Plate 19 6.00 .1875 .1875 6.00 6.00 16.614 232.99 46.0 46.0 Base Pit Knee 0 0 76.0X6.0X.1875 20 6.00 .1875 .1875 6.00 6.00 15.413 223.95 46.0 46.0 Base Plt Bolt Plt 0 0 'T6:-0X6:0X:1875 21 6.00 .1875 .1875 6.00 6.00 15.878 230.71 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.0X.1875 22 6.00 .1875 .1875 6.00 6.00 16.343 237.47 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.0X.1875 23 6.00 .1875 .1875 6.00 6.00 16.378 237.97 46.0 46.0 Base Plt Bolt Plt 0 0 76.0X6.0X.1875 24 6.00 .1875 .1875 6.00 6.00 15.913 231.21 46.0 46.0 Base Plt Bolt Plt 0 0 76.0X6.0X.1875 v 7+'C::i:7p'7: i:yi..:: {: 7::: v: ;. �:: :.Y.:7}.i:: ::.::.: i.r.�.i: :vi:'..: i::'.7::. � :.:j:7�.:�7,'i: �:'U.ti :}771':71777::iii:7'•77:':7'':'. v:i:77: .. .. ; j:23: '�lil�'�i���:>���� i.1r�i�.,'.i�iisl�,i.:;;.::.>::i;:: is � 7::•'..::;�>:>:::t:::::•::<::::::: , ::w:: \.:: n�::::::::::::+:::::::::::::•:::::v.�:::::.�;7i}>7}7:7::•:::7:7:v7ii;{::.;n;::7.77{?::?v7}:{•i:•7±:•7i7I::�i7;.;{.:::`.: Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 11 2 1 0 0 .0000 .0000 .0000 19 1 1 1 0 .0000 .0000 .0000 20 1 1 1 0 .0000 .0000 .0000 21 1 1 1 0 .0000 .0000 .0000 22 1 1 1 0 .0000 .0000 .0000 23 1 1 1 0 .0000 .0000 .0000 24 1 1 1 0 .0000 .0000 .0000 ::.;.:.:{.;•.}.:::.}:..}:.»:,':::;.; 7:;.777:;•.;.7:•::.}:::}:.:;..:{•: ::;:::;•»:{2.}.{7:}:7:.::::i:•7:'{:<:::•77:::•:;:;'a<::»:;:;:•:;•.;•7;:•r;;;:;<::;�;:':{„::g}>7;:2.;7:;77777:7z7e:};':7}:}•{;::::>: �:::::: r<:'2s>:;::;r;:7::<:{.;«:::::{::<•:>:; �M1Ea �T411ii1i� ., 7.,•.',�''.�'•:,:.�::}7:.,:.7••7777::?2:•::r.?: •7:•7::•::.:. �:::>}:.}::<:•::::::.: � :7:.7s�:>:>>:2::<:::::: Mbr Joint No. No. 1 2 • 19 2 20 2 21 2 22 2 23 2 24 2 ' ' .: ':+,`.::•'•;::{::;•7::�<+:7k7;•:;•7:.7.;�...::.;?:'?:{:::::::::::.7•;{:.;j•:,{•7:{:::>:2•;;.7•�:::;:;{•'.22{•7:•:,:2<{y:�: 1BAMiL :CiL�4 RANCIrS:{<{::.7:.7:.7:.:77:.7:;.;.{•7:•;7;:•:7.::::::•7:•7:•7:•::•7•:::::•�:::• -. Horizontal Clearance SW Columns : 133'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-11 13/16 Vertical Clearance at Front Haunch : 15'-5 13/16 Vertical Clearance at Ridge . 16'-7 1/2 Vertical Clearance at End Post 1 : 15'-5 1/4 Vertical Clearance at End Post 2 : 15'-10 13/16 Vertical Clearance at End Post 3 : 16'-4 7/16 Vertical Clearance at End Post 4 : 16'-4 13/16 a.cs+a+a.+m..Mva.....:aat*.naw.ww.+w+u+rw. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) T(960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 28 of 104 12113,i1 (Optical Facility) ..F.<,.:•. 4.v.{.J...k,.,, nr. v n; } ..; ny .� r..% {^'.}}i�Y}':`vv;::9i:kJ:'v. �Ji{:$`{i :•'•iti}:. .; i{;::.:u::?.:::...:.:..: }.,7;.},:•x•:;F;• n?:n}%•. .: ,: /, .}. ..,+r�\}x. y.,::, . �.W... .. }.. r.J :k? • •.t. t., .Y s :: �. !;.}�.Sx•�?'};:r.;{:}p;••:•C:..k:�vi t..o+;':Y; {3�;{.:•.,yf:;;k;}^:k:;k,•.;;r,•?:ii;::kr:•::'i?r.ky:';??;.;k?;.;i'xisk:x%�:�,:�'+i±��%::?:::}•:i�`}.....,....,.}i::k.;.:.;.:�.}:� Vertical Clearance at End Post 5 : 15'-11 1/4 Vertical and horizontal clearances are based on geometry only and do not.consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. .::.;•}•:iiii•;::: iit:S:} �•i.:ii •2::'+.';:i.}'ii;:?2:;:Iii:�:?;:::C>:':a,`•>•,'•<;:`::�:';?>:r:;;::::�:::<:?:::':%•:;':':?:::;:i<?%':'•i::::>:::: �:2:::>:#:?;: LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) CRN POST 1 0 +Cg +L RAFTER BM 1 0 +Cg +L CRN POST 1 0 +Cg +L END POST 1 D +Cg +L END POST 1 D +Cg +L END POST 1 D +Cg +L END POST 1 D +Cg +L END POST 1 D +Cg +L CRN POST 2 D +Cg +S RAFTER BM 2 D +Cg +S CRN POST 2 D +Cg +S END POST 2 D +Cg +S END POST 2 D +Cg +S END POST 2 D +Cg +S END POST 2 D +Cg +S END POST 2 0 +Cg +S CRN POST 3 D +W1> RAFTER BM 3 D +W1> CRN POST 3 0 +W1> END POST 3 D 411> END POST 3 D +W1> END POST 3 D +W1> END POST 3 D +W1> END POST 3 D +W1> CRN POST 4 D +<W1 RAFTER BM 4 D +<W1 CRN POST 4 D +(W1 END POST 4 D +<W1 END POST 4 D +(W1 END POST 4 0 +<W1 END POST 4 D +<Li 1 END POST 4 D +<W1 CRN POST 5 D +WP RAFTER BM 5 D +WP CRN POST 5 D +WP END POST 5 D +WP END POST 5 D +WP END POST 5 D +WP END POST 5 0 +WP END POST 5 D +WP CRN POST 6 D +Cg +E> RAFTER BM 6 D +Cg +E> CRN POST 6 0 +Cg +E> END POST 6 0 +Cg +E> END POST 6 D +Cg +E> .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .13 .00 .00 .00 .00 .00 .00 .00 .13 .00 .00 .00 .00 .00 .00 .00 .13 .00 .00 .00 .00 .00 .00 .00 -5.64 .00 .00 .00 6.85 .00 6.90 17.13 14.43 15.85 15.07 16.96 9.71 .00 9.25 20.94 18.54 24.09 23.06 24.12 - 1.30 .00 -1.28 -3.62 - 3.13 -2.87 -2.63 -3.67 - 1.30 .00 - 1.28 -3.62 -3.13 -2.87 -2.63 - 3.67 - 1.30 .00 -1.28 -3.62 -3.13 -2.87 -2.63 -3.67 2.82 .00 2.84 6.88 5.76 .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK ,.00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK r •17 • Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PrieeCoatco-Tukvn7a,WA) TQ960918191317) 2113 1 DATE: 09/19/96 TIME: 23:18 PAGE: 29 of 104 tical Facilit •, �.�1#I1 11 I ,.y.. +:: #'4•r 41.:+^4 1.44;:?{::..,.,...... .. x • ..; .....?„ � ...� > ,.,{i'�iY �' �i:t•}i. r:4$';`v.; •. �:r4 , i{: .k >,yy;, .�x. •: .T:: n?v�..:vy` v.:4;.{•n.1'4?i'.yr.�. ;.,nt {.LTiv�i+i:.}:•v.:?�) �. \ v: ,:+.•:: n•`x?:hw:::'y . v n ;•.:.........:. t}n. w:ai.::.. f..::.: r.::w:....\.:vvi.n.r..:•n:n::.v:....:...... r.:n.,{.:::..:.n.v:...\T...v...................v .,. .4.:1•:v.:.{•:+•. it%:•`.;:1:•:.4;0:{:{:$45.•, .`.;k•:,'• <; LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT (kips) (kips) (in -kips) LOCATION END POST 6 D +Cg +E> END POST 6 0 +Cg +E> ENO POST 6 D +Cg +E> CRN POST 7 D +Cg +(E RAFTER BM 7 D +Cg +<E CRN POST 7 D +Cg +<E END POST 7 D +Cg +(E END POST 7 0 +Cg +<E END POST 7 0 +Cg +<E END POST 7 D +Cg +(E END POST 7 D +Cg +(E CRN POST 8 0 +S +W1> RAFTER BM 8 D +S +W1) CRN POST 8 0 +S +W1> END POST 8 0 +S +W1> END POST 8 D +S +W1> END POST 8 D +S +W1> END POST 8 0 +S +W1> END POST 8 0 +S +W1> CRN POST 9 D +S +(W1 RAFTER BM 9 D +S +(W1 CRN POST 9 D +S +(W1 END POST 9 D +S +<W1 END POST 9 D +S +(141 END POST 9 0 +S +(W1 END POST 9 D +S +(W1 END POST 9 D +S +(W1 CRN POST 10 0 +S +WP RAFTER BM 10 D +S +WP CRN POST 10 D +S +WP END POST 10 D +S +WP END POST 10 D +S +WP END POST 10 D +S +WP END POST 10 D +S +WP END POST 10 D +S +WP CRN POST 11 0 iCg ;S i1:1) RAFTER BM 11 D +Cg +S +W1> CRN POST 11 D +Cg +S +W1> END POST 11 D +Cg +S +W1> END POST 11 D +Cg +S +W1> END POST 11 D +Cg +S +W1> END POST 11 0 +Cg +S +W1> ENO POST 11 D +Cg +S +W1> CRN POST 12 D +Cg +S +<W1 RAFTER BM 12 D +Cg +S +<W1 CRN POST 12 0 +Cg +S +041 END POST 12 D +Cg +S +(W1 END POST 12 D +Cg +S +(W1 END POST 12 D +Cg +S +(141 END POST 12 D +Cg +S +<W1 .00 6.58 .00 6.29 .00 6.74 .00 2.82 5.64 .00 .00 2.88 .00 6.88 .00 5.75 .00 6.62 .00 6.37 .00 6.81 .00 2.15 .13 .00 .00 1.91 .00 3.41 .00 3.26 .00 5.87 .00 5.74 .00 5.01 .00 2.15 .13 .00 .00 1.91 .00 3.41 .00 3.26 .00 5.87 .00 5.74 .00 5.01 .00 2.15 .13 .00 .00 1.91 .00 3.41 .00 3.26 .00 5.87 .00 5.74 .00 5.01 .00 8.45 .06 .00 .00 7.99 .00 17.74 .00 15.83 .00 21.21 .00 20.33 .00 20.94 .00 8.45 .06 .00 .00 7.99 .00 17.74 .00 15.83 .00 21.21 .00 20.33 .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM RACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 133.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK kb. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 30 of 104 2113.11 (Oatical Facility) :v:{:^:•iY:..ii:?i:{{•ii:v: iiiY: iii : 4;i i:i+i ii.!i iii iiii:::;:::i:;i::f>%ii:+:?::::ii:i+ri;i::{ii:!:•::ii:ii::'.i::ki: i�:•:C:�ii i ii ii'iiiii:J!'ivi;•iiiiii:i: Si?i i:i::•+.. ••:.:.... .it/ll�Cu!!'�cii:<'<Ei u:'vi:'^i.�: :::i�' is?{tii{v �;'{ ^:::{}{.;{.SSi'i{{{{4:•i f:^i;<!:Y::i$ii:^i!iii�i;<>.£i:4:?>i:::iiii:Ci::n{:i :i;::;: ::i:::<i iiii'::i:i`:�::v:::::•.:::i::i�::::+:i �:.................:......: v..:..v. ;........... :..:.:: :•:y:.. 1ieE�ct'ltol+t.scrlldlur;�1R�<:<i:;.:'i:::;:iii::i:$::<::';::;ii<;:{i;}r,.ii:i:::iiii::::;+.:iii:::•: ;{ .�::;>::•::•:. :.:::....:................: . .... . LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) END POST 12 D +Cg +S +(W1 .00 20.94 .00 AT 111.46 FT FROM BACK CRN POST 13 D +Cg +S +WP .00 8.45 .00 AT .00 FT FROM BACK RAFTER BM 13 D +Cg +S +WP .06 .00 .00 AT 78.79 FT FROM BACK CRN POST 13 0 +Cg +S +WP .00 7.99 .00 AT 133.58 FT FROM BACK END POST 13 0 +Cg +S +WP .00 17.74 .00 AT 22.12 FT FROM BACK END POST 13 D +Cg +S +WP .00 15.83 .00 AT 44.46 FT FROM BACK END POST 13 D +Cg +S +WP .00 21.21 .00 AT 66.79 FT FROM BACK END POST 13 D +Cg +S +WP .00 20.33 .00 AT 89.12 FT FROM BACK END POST 13 D +Cg +S +WP .00 20.94 .00 AT 111.46 FT FROM BACK MSC;:11!1 T SIJM111AIi.X ; ,., :::;:::>:.:::ii. r<:>:::>;;ir' SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATT"RN---------� OST 8.00 X .3750 X 12.00 (4) 3/4 D ;63 CRN POST 700.A__13750 X 12.00 /4 DIA. A36 OS -3 ��Ep Lt"J END POST 8.000-1 . t 1 (4) 3/4 DIA. A36 OS -3 '967 `� jj S 1-'�'- END POST 8.01 . 100 X 12.00 3/4 DIA. A36 OS-3�� S 61-0 5i -5-C END PO 8.00 X .5000 X 12.00 (4) A. A36 OS-3rc ND POST 8.00 X .5000 X 12.00 (4) 3/4 DIA. A 6"-----..„.......05-3 W.`- ` S END POST 8.00 X .5000 X 12.00 (4) 3/4 DIA. A36 0 P, .3. cV SUMl<IARY ..:::>:; ;>.' : '• :::. :::::»:<:>::>:«<i>::>:::«:> :s:::i<: <:::: E:::: E:: [::::s::>i«:;:::: is ;>r:»i::;>::>s:•s :::::s>:..<.>i::r: :.>::::.:>i<;i :`::::,>;::;><:i::<::<::::;:<::<i::<i:'e::i':> :;:?:::c :>::::::s::':::•:»<:: WEB:STI !FENER MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE STDFC WFInTNM. NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 2 1 BEARING (POST ) -.01 13.500 4 1 BEARING (POST ) 5.23 13.500 7 1 BEARING (POST ) 4.98 13.625 10 1 BEARING (POST ) 4.98 13.500 13 2 BEARING (POST ) .01 13.500 16 2 BEARING (POST ) .01 13.500 18 1 BEARING (POST ) 3.77 13.500 .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK Bo 'iu CONN crzt>N.S1UMMAxx . MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4-Buti TYPE OUTSIDE INSIDE 1 2 5 2 6 1 8 2 9 1 11 2 12 1 14 2 15 1 19 2 20 2 21 2 22 2 23 2 .3750 X 7.0 X 0'-11 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X D' -1i 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 1/2 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 3 NO 3/4 " DIA A325 1 NO 3 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NU 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT 192.4 "K 312.4 "K EXT 192.4 "K 312.4 "K EXT 192.3 "K 192.3 "K EXT 192.3 "K 192.3 "K EXT .0 "K .0 "K EXT .0 "K .0 "K EX1 .0 "K .0 "K EXT .0 "K .0 "K EXT .0 "K .0 "K r •v1 .41 Varco-Pruden Buildings A United Dominion Compa,',y ROME CONN )I IV $V) I MBR JT NO. NO. ---- PLATE !. THK :c WIDT. 24 2 1 .3750 X 7.0 X dElitRACINGIOCATION1: MBR 2 MBR 3 MBR 4 MBR 6 MBR 7 MBR 8 MBR 9 MBR 10 MBR 11 MBR 12 MBR 13 MBR 14 MBR 15 MBR 16 MBR 17 MBR 10 Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-> Location Flg Brc?-: Location Flg Brc?-> Location Flg Brc?-: Location Flg Brc?-> Location Fig Brc?-> Location flg Orc? 1'-8 5/<. FB REDD 0'-7 5/' not reo 0'-5 1/ FB REQC 1'-2 1/, not reqs 2'-10 1/8 F8 REQD 2'-3 3/8 FB REQD 3'-10 1/8 not reqd 0'-6 1/8 FB REQD 4'-11 3/8 not reqd 1'-6 1/8 rB REOf -8 3/ B REQ[: 0'-5 not reg 2'-10 B REQ -4 3, FB REQC 3'-10 not req. O'-5 3/' not rey PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) 2113 1 LENGTH BOLT SIZE DATE: 09/19/96 TIME: 23:18 PAGE: 31 of 104 • , tical Facilit : ?< ?::•,•• fis`.::::+'il; :<': '•:2:?.':: !::'• :liX; %9'•::: fx t< :}M ' : 2 rr ti :: yi•,•:y sy%:: °•^;',>:'s•# :::;':N. : ; ;': •.,•t i:`:•;':``IA:OMMINORM BOLT DATA OUTSIDE Rows 4 -Bolt INSIDE Rows 4-Bott CONNECTION CAPACITY TYPE OUTSIOE INSIDE i1 0/16 I 1/2 " DIA A325 1 NO 1 NO I EXT .0 "K .0 "K 3'-6 3/4 not reqd 5'-5 1/4 FB REQD 6'-2 1/4 FB REQD 8'-10 1/8 not reqd 5'-6 1/8 FB REQD 9'-11 3/8 FB REQD 6'-6 1/8 FB REQD 5'-5 not reqd 8'-10 FB READ 2'-3 1/2 ro REDD 8'-6 3/4 not reqd 11'-2 1/4 not reqd 8'-5 not reqd 11'-5 FB REQD F � iiii;•ii:???�iiiiii+iriiii iiiiiiii ii ilii i$iii'i:ii?:L:!:ii`iii: i'L:i is i}iiiii:?>: iiiiiy.'>.v:il�i iiii;:j; ::i �':ii:Cii: iiii:f; :;{:?;:: S<:y:iY}' i:L:Tr:`ij:j; i$:L�iji:ii:i�ii:;r+`isii:.�i::iiii::ii:•:'i'^i:'r:i'r:t�:i�ii} s�miM zaivlE<DESIGN.MEMI3ER SUMIC�!•` LOCATION Mbr Ld Axi No.Case Death (kh AT .00 FT 1 2 6.0 AT 3.76 FT 2 2 14.0 AT 3.56 FT 3 2 14.0 AT 5.24 FT 4 2 14.0 AT .19 FT 5 2 14.0 AT 6.18 FT 6 2 14.0 AT 4.99 FT 7 2 14.0 auttMUM: trss.per,�4letn'hce.....; . ..,..... ........ .:....... ........,.:::. ACTUAL FORCES :;hear Mmt-X Mmt-Y (ki•s)(k-in) (ki.-in) .0 4.2 1.3 -11.3 9.3 1.3 -8.4 .0 262.4 379.7 -514.8 -493.4 135.5 -392.5 .0 .0 .0 .0 .0 .0 .0 ACTUAL STRESS Axial Shear Bnd-x 2.27 .00 .00 .02 1.62 11.73 .01 .48 18.06 .05 4.29 23.01 .04 3.54 23.47 .01 .48 7.79 .04 3.22 21.31 ------- ALL 0 ---- STRESS Bnd- Axial Shear .00 18.75 18.40 .00 24.80 14.92 .00 22.90 14.92 .00 30.00 14.92 .00 22.90 14.92 .00 20.45 14.78 .00 30.00 14.78 W A B L E ---- or LOAD Bnd-x Bnd- 27.60 27.60 30.10 36.07 30.00 36.07 29.81 36.07 26.90 36.07 26.19 27.15 27.15 27.15 STRESS CONDITIONS Sum % % Axl+bnd Shear .121 .390 .602 .772 .874 .298 .785 .000 .108 .032 .288 .237 .032 .217 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 32 of 104 2113,11(Oatical Facie :.:;;??:::xq,;;??o-::J:.;••:;;{>:>??:y??:•:J•>r::.+????:J;:.:ci:;;??>r o -:r •:::++ .;Gn{�.'�j�.rtr.r,,•;;t{;•c.i?:r.{;{;.qrr, �. :::\:v::++::: ri:.�:?�;:?n ;:.t ii: ilii??::• nJ •: +:.. r\+.... .??tii�:::•.� ••. v.v:;/:::.:..n ....:.................:..::.... 'ni:%�y T. ••.v... .A v.J �: v:: v. ""ii � v.{:•`.:•:.y.�.::::Lvii::?:::??: :::.i�::: i•:vJ :l., ... v:::. x:n:.:v..: Y:?r:. Fttei113$E8iCN)1+1SMHE)i!.$[FMMAR�.....:.::.::.::.�:...::::;:.?:.;>:.::.:.:.:::.<•>.......:::.:::4.:::•:::::::::.::::::::.::.,.r::::::::.,::::,:::.;?:;<•:;.;::»:•:J:.;:;.>::.::<.;:«.;:..,......•�<:;•:;.,>,;.>•,,;.;:.y;>:<:..:::.>h<>.:.:<:.: FiUMEU.iiiICN:MA.:ElZ5T3M{AY•�.G:: onroHlnii'd'!.:Caie and Mai: iiiaY ::Cu: im:J:B{Ll^d ;5:.�:ri?issp:et'M.:'. tilt i:eJi <:>>;><: :>:>;;s<:::: --- ACTUAL FORCES ---- I A C T U A L---- I--- A L L O W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y I STRESS I---- STRESS or LOAD Sum % % No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y Axl+bnd Shear AT .00 FT 8 2 14.0 -.2 9.9 -392.5 .0 .05 3.76 21.31 .00 20.45 14.78 27.15 27.15 .787 .254 AT 6.34 FT 9 2 14.0 .0 .4 282.2 .0 .00 .14 12.61 .00 22.90 14.92 29.81 36.07 .423 .009 AT 4.99 FT 10 2 14.0 .2 -11.9 -550.5 .0 .05 4.55 24.61 .00 30.00 14.92 29.81 36.07 .825 .305 AT .00 FT 11 2 14.0 -.2 11.9 -550.5 .0 .05 4.54 24.61 .00 22.90 14.92 29.81 36.07 .828 .304 AT 10.34 FT 12 2 14.0 -.2 -11.6 -503.9 .0 .05 4.42 22.52 .00 22.90 14.92 29.81 36.07 .758 .296 AT .00 FT 13 2 14.0 .2 11.2 -503.9 .0 .05 4.27 22.52 .00 30.00 14.92 29.81 36.07 .756 .286 AT 5.41 FT 14 2 14.0 .0 .8 226.8 .0 .00 .30 10.79 .00 30.00 14.92 30.00 36.07 .360 .020 AT 4.01 FT 15 2 14.0 -.2 -11.7 -570.2 .0 .05 4.45 25.49 .00 22.90 14.92 29.81 36.07 .857 .298 AT .00 FT 16 2 14.0 .3' 12.2 -570.2 .0 .05 4.65 25.49 .00 30.00 14.92 29.81 36.07 .855 .312 AT 8.83 FT 17 2 14.0 .0 -.3' 364.9 .0 .00 .10 17.36 .00 22.90 14.92 30.00 36.07 I .579 .006 AT .00 FT 18 2• 14.0 -.1 -4.0 248.8 .0 .02 1.52 11.12 .00 22.90 14.92 30.00 36.07 .371 .102 AT .00 FT 19 2 6.0 -9.3 .0 .0 .0 2.17 .00 .00 .00 18.33 18.40 27.60 27.60 .118 .000 AT .00 FT 20 2 6.0 -20.9 .0 .0 .0 4.90 .00 .00 .00 17.85 18.40 27.60 27.60 .275 .000 AT .00 FT 21 2 6.0 -18.5 .0 .0 .0 4.34 .00 .00 .00 17.44 18.40 27.60 27.60 .249 .000 AT .00 FT 22 2 6.0 -24.1 .0 .0 .0 5.64 .00 .00 .00 17.02 18.40 27.60 27.60 .332 .000 AT .00 FT 23 2 6.0 -23.1 .0 .0 .0 5.40 .00 .00 .00 16.99 18.40 27.60 27.60 .318 .000 AT .00 FT 24 2 6.0 -24.1 .0 .0 .0 5.65 .00 .00 .00 17.41 18.40 27.60 27.60 .325 .000 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa Cbl Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Rv /Rv (In3) (In) (in) (In) (In) 1 .00 6.00 4.27 2.36 2.36 179.5 179.5 179.5 76.1 76.1 76.1 7.93 179.5 3.16 179.5 3.16 1.00.1..00.1..00.1.00 2 3.76 14.00 5.03 5.58 1.02 262.7 35.1 47.1 34.4 22.37 35.1 1.28 1.00 1.00 1.38 3 3.56 14.00 5.03 5.58 1.02 262.7 35.1 60.0 47.1 34.4 58.9 21.02 35.1 1.28 60.0 1.29 1.00 1.00 1.12 1.07 4 5.24 14.00 5.03 5.58 1.02 262.7 60.0 47.1 58.9 22.37 60.0 1.29 1.00 1.00 1.00 5 .19 14.00 5.03 5.58 1.02 268.1 60.0 60.0 48.0 58.9 58.9 21.02 60.0 1.29 120.0 1.33 1.00 1.00 1.79 2.06 6 6.18 14.00 4.43 5.40 .94 268.1 60.0 60.0 49.7 63.8 63.8 17.40 120.0 1.26 60.0 1.23 .91 1.00 2.06 1.18 7 4.99 14.00 4.43 5.40 .94 268.1 60.0 49.7 63.8 18.42 60.0 1.23 .91 1.00 1.00 8 .00 14.00 4.43 5.40 .94 268.1 60.0 49.7 63.8 18.42 60.0 1.23 .91 1.00 1.00 9 6.34 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 10 4.99 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 11 .00 14.00 5.03 5.58 1.02 144.0 60.0 25.8 58.9 22.37 60.0 1.29 1.00 1.00 1.00 12 10.34 14.00 5.03 5.58 1.02 124.0 60.0 22.2 58.9 22.37 60.0 1.29 1.00 1.00 1.00 13 .00 14.00 5.03 5.53 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 14 5.41 14.00 5.03 5.58 1.02 268.1 60.0 36.0 48.0 58.9 35.4 21.02 60.0 1.29 36.0 1.28 1.00 1.00 1.64 1.06 15 4.01 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 16 .00 14.00 5.03 5.58 1.02 262.7 60.0 47.1 58.9 22.37 60.0 1.29 1.00 1.00 1.00 17 8.83 14.00 5.03 5.58 1.02 262.7 60.0 60.0 47.1 58.9 58.9 21.02 60.0 1.29 60.0 1.29 1.00 1.00 1.16 1.21 18 .00 14.00 5.03 5.58 1.02 262.7 60.0 47.1 58.9 22.37 60.0 1.29 1.00 1.00 1.21 19 .00 6.00 4.27 2.36 2.36 185.5 185.5 185.5 78.6 78.6 78.6 7.93 185.5 3.17 185.5 3.17 1.00 1.00 1.00 1.00 20 .00 6.00 4.27 2.36 2.36 192.0 185.0 185.0 81.3 78.4 78.4 7.93 185.0 3.17 185.0 3.17 1.00 1.00 1.00 1.00 21 .00 6.00 4.27 2.36 2.36 197.5 190.5 190.5 83.7 80.7 80.7 7.93 190.5 3.18 190.5 3.18 1.00 1.00 1.00 1.00 22 .00 6.00 4.27 2.36 2.36 203.1 196.1 196.1 86.1 83.1 83.1 7.93 196.1 3.19 196.1 3.19 1.00 1.00 1.00 1.00 23 .00 6.00 4.27 2.36 2.36 203.5 196.5 196.5 86.2 83.3 83.3 7.93 196.5 3.19 196.5 3.19 1.00 1.00 1.00 1.00 24 .00 6.00 4.27 2.36 2.36 198.0 191.0 191.0 83.9 80.9 80.9 7.93 191.0 3.18 191.0 3.18 1.00 1.00 1.00 1.00 vP1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 33 of 104 2113.11 (Optical Facility) wawa*,.,:•>'4! =r {: vY . CEi4Ye,v19{Y;iYr:.v.:v.v:::+vX}feR-0 4N ........ ... . ... ..... .... .. ... . ........... ... .... ...................r .: : �::: :: : v: w:: v: w:: .w:.,:v: nv w.v•vv:.....:::::r..:.:...::.�:: U•}}?.}� :v: ••i4:±±: J}:±t �: '±•}iY? ?: �•:.}...i}},:✓r YYi?:{:: ?p:::. '•:y ::::v.::v:w::•:;:.w.w.::::......n....nr...........n•+...,.;..•.v{:. .; r..:: {•::. .: •:. •. n,:•: :.:. ...v..r..vr....,...v.:v4:::; v:••:M:: :r:^rr nv.,.; ..p {i: ..:::v.r.. v. fir •: },. ....... r.J. .. ?.. x.v :v.{r .v ¢.. .....,...:.. ....,r.. .. :. .\:...." ? Y:i'n�• .}}i• .vr?n,•:,:•.,\h•?.::n:•:?.; rSv,•.{•::.v:+9:::?rv:.wY.:i:: v::p,f.?,{•: •. ^ Y.:v:•nv+.v•v: �:�±•: •.iv: •:::^:: :r. .}}'Y ±'f.:+.; Y?r.{ f,.;n •. r9j?i. F,YS: �:n, ...� .K. :. ,,,v :., . v,}::.;.}•iy;{.Y:+.?.. ✓.•r:::: C? : ::.{i.iri� %�{: ✓' �r r v.{•mO;v. {. it,,.: F.; .}.n, n YY:;:tkvY.i}v�.t•,•,�:� ?,, %...v. . •,,y. :�+., : ,:: ..,,,. v tF..;.:.,,a...3.. •... •..: .: {: :.,:.r C.';;:Zy�j:::,:)?.:. •r:::::.::. sc:+.$.::..� ::.>::3:;{.{ :,::;:..::.:.:?:�?:L}};. �iR���'TfS�1^•::�i�±:.}{nv:?:}t%�d:::{?i}Y$'f.{.}':�$•.k:ri:r?v<k�:::i::.;;.}::....... • . Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewall Col. .0 .0 9.7 1.3* .0 Front Sidewall Col. .0 .0 9.3 1.3* .0 End Post No. 1 .0 .0 20.9 3.6* .0 End Post No. 2 .0 .0 18.5 . 3.1* .0 End Post No. 3 .0 .0 24.1 2.9* .0 End Post No. 4 .0 .0 23.1 2.6* .0 End Post No. 5 .0 .0 24.1 3.7* .0 (* Load Case indicates Stress Increase = 1.33) YiiY iii:•}:•i::+::,i?};{�i??Y{v±}.•Y:::±±•??:{±4ii'{±•Y}'S}Y::JiX�:±{??:'+:.'v±}:'.•+ilii i•ii:?'•i::: . . .. .v:::: :::::: ?•:: ,{•}.}...v.v: vY.•::•?:::::::::::::::::.::::::.::i::•%•i:v;{:.?:};}:}i?:: ^::4:'Y .. r..:... n., ........ v.:4::::.4...:::::: }:w::::::.v :•?.•: n• w:.v:;: p:.v: m v...... :.vh•.v.w:: :.::.�w:. {. .. ......:... .....n...,.rn.,r;.. •: v??.v:::::::::::.v::::.<v: v:. }..,., :.. U::.::....!:h:................... 18<4+3E E SfJM11�iARY•:::.•:.;.{..•.•}�,•�•:{...:::•:.:...::.:::.:::.:::::.::.::..:::.>.,.,.:.:,:::..:.:::•:::::::::::::::.•.,..:<,:•: •:::.::.}::,:.;:;•:•}�,,..::.:::.:.:;±.}::, Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Descri•• ion Width Length Numb. Dia,...Tgpe Back Sid • 1 Col. 8" x 12" (4) /4 A36 Front Sidewall Co . 8" x 12" (4) 3/4 A36 End Post No. 1 • 12" (4) 3/4 A36 End Post No. 2 8" x 1 " (4) 3/4 A36 End Post No. 3 : x 12" (4) 3/4 A36 End Post No. 8" x 12" 3/4 A36 1 End Pos .. 5 8" x 12" (4) 4 A36 36E T1 L, (1/41 4. v71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: M' Order No.: 4485-PriceCosteo-Tukwla,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 34 of 104 � vv. .;,.....: ......... .::....y; •:. •: �• .; x• }}', .., ,,, � ... : o]...,y}: ,,!,at t.,.!,..,.. K; �ti. "%r'KyS ; :. , f ,,.i+ y � ],,,...; r: f K:}�::?>f$"`I, �4 r:fis, :'C•::4a k C L.! '}� �'v^.t �a '` a ''R•:t }\i<7tt.K s 3'�' \•: •.fi.t,:!�;q::::$,A,�� ,3' `� .f ]• ��h�f� ii ��:!{t�:y'.{:i�....�ltur:..:.. :ry! :?�,`%:Y��l.�t'F1i. i}:`{�•.:{.:t.. �:• � � V : kt:F}}:•}y,«o..:!.:: •.:i.•\.:}..r.. }%'• :. itf H.:J:v!i.v:G..:.::,.:.. \• v.::.}rrp.. .�{} .t n r ....tKr t• .. .�: Frame ID : S1 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Post & Beam 3 -Plate ( 5 End Posts ) Machine: u092 ...................................................... ...................... .......... ...... .:.. .:: :..::.,. .: �.v.-.,.:::: ::::. :.: v:::::::::.:::::::::::: r:::::::.v:::.i�i::.}}}}:.]K.}'.}�••i�•i:ti:{:.{::: ,,,i:.ivi�::.::].;:.}:•i}•l•} .........................................:......... :.. n.• Y:.... ;..... ;•.. r t::. \. t.....,.......... r.... ,v.. :..):.; ....,. •, •.O;• , r;];f.v, ;.t. Vii... n.}:?. i'•:.:?.v?}]:}:::::.n,•;.;,f:y::tj}, ?+.{a2•v :.AH•'r•:ti:•.. }i. p ::.t.. , !:•fv`}}:'r$: •r, •:Y.t,. ., t .. .:.,.:: v.. nC ...,., ... v....::: �•: v ..L: •; • !.v,}?nv? .. t•.] :.av}:: i}}ji}i:::::i}+:Y};:i;}}.... ���}►p /M�1� ��j�/��/p �(lt ....t:.}..t, i+ �:..:...t.ti4.\'::•:,........rr...t..ntlw.t•?::.?:::n:n.. :t:i:�:��:'y'i.$vtiC• itR{lib':VB�\1'Llo�:.�A/flilr:YVl�ai�'7\A�l:::�:i}}};:::.n!i}.}r�:j: �:%,i;i:j•:j;:}r::. ).. 1..iS'::...............................................:.......... .:.......: }::::{.; r., rry:.....::.........::....:.::.... .:::::::... Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left ' 3 1.00 N .75 Wind II Ridge .; ...' : ..'Mat*..:::•.::t!•:i4:•;C}Xj::::v': t6.;i •hr ttw:: •.v. •}:tt i:: �i.�J�.• : �r: •i::yt:;:�i: �$:i�vt::iin!iiir:;: {?:;ii:i:::::vi �i:Yt �::t}i:: i..\ ':�.'-::j4.:: ::<�:ti i'r is?+.•ti 4:•: ti:2y •. .}J.....�.v..:::: v..::: ., j/•. ..� .;�( :]:•}:::.]}:!•}]}'{.}]:}::.]}::•}:•?:•"v}:•vent•}:!:::]:.::::'}:;}:!i.it}'tt... ................... ...... •. �.`:dl��sil�:.aia%�.aUY`.:•. X•:::::!.'•:::.::::}::.::::v..:.:....:,.::::}r..,..,n,^\�,.::.}::::•:::::::::'::.,::`.<:,;�:::::]:.,.,..:::it•}:v}l:r{J.,.,t,.<v.}}i}::;:•T:<t:n:?::4}}:.....,......... ..... • Load Member Joint Case Max Hor Defl = .U0" ( H/99999 ) 0 0 0 Max Vert Defl Span 1 = .07" ( L/3934 ) 2 2 1 Max Vert Defl Span 2 = .03" ( L/9976 ) 6 2 1 Max Vert Deft Span 3 = .03" ( L/8531 ) 9 2 1 Max Vert Defl Span 4 = .06" ( L/4776 ) 11 2 1 Max Vert Defl Span 5 = .02" ( L/12894 ) 13 2 1 Max Vert Defl Span 6 = .07" ( L/3869 ) 17 2 1 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) D/+1'E: 09/19/96 '1'] ME: 23:18 PAGE: 3S of 104 12113,11 ,(Optical Facility) :: Y..:�•:.:;'i•:{<•%;{. .i•.;{•ri'•>J:;•>'::.: �J JJ: �>:•.JJ:!{{:;.J: r ,}. .. .}.a:v:,:: .. :..., . '•.<•::.:.rr:::,: a>JJx•J'n)J':{•}:.>...... ..�... r:.£" r:::. �,, :',;::'.`•::;'•$'.: (� :{ry .; x,?:•?.,,vv.... .rh F.:: v*.+:ry .3f :{ :..t:t,v.vr)vv40 T.. ., r�. r7tr:.•�a { 1 �f ,�•i:v:Y }�:. r.., '�:. •i7' v..Jr... w:..... .,� .Y....t . .. A;J.vv �.,.y,•.<>;'. ..�(�17iftfL> � ...w.... .. �. ..,+: ..}:J:n.v..i.... S4•::{•:: {....rn,......v.: .C.<...n.... ry}:::!•i; ::{•.,<i•.'{•Ji�::v:, :}J}..... nT�\`n`r.?,{.r r,}.i r.x.. �r �:Y , <3. Frame ID : S2 ( Stress Check Frame Type: Continuous Beam Frame Back Front Plane Grid Grid 11-FL2 H A.9 Version 3.1 ) Date: 9-18-96 Time:19:10 ( 3 Interior Columns ) Machine: u092 !•„;:•>:•: � �A; q.i3:.3:.3:•3:<•>:.::: ;: SJ. }:::.}::,:::.; �::.::r{::::.:..:::.::::::.::::::::.:.::::::: •:;• �;i3;:•iJ:.i:;.;>:.„:,.:.„:•:.:..::::;:..::.:..•:; •, >::>J::•::<i:.>:<:•J::><»J>::::J>::>•.»i:+:��3::<<{•::3:::�J::3>J> •>:<:::>J•::;>;»»::3:�..: iS;:;;!::J33:;}:>;»:?.:::;>: <:<:»:::J »:;S::S .......:.... ,•.::.::..::. ::..,.::.:::::.33::.3:•:{.3:•JS}:;. ...;zJ::::... .. ................. . ::.33:•:::.::....:.::......r.::.,.J:.J>'{!.3•.3::. ....::.. :..:•.}:.::::.::,.3JJ:;•>}:�::ii3J3;<:•:.J::<r:J;:!:�;;:i:;:•:�::;J>.,.. .... �Sq►y ;. �N�a� ..................... \............... r.........:.., , :.......:::::.........................::::: v:::::::::: •:::.,...::i: •:: ,:.: S::.v:::.: n:.:.:::•.:.,•:... ......, ..,.......>......::Yi:!:{•}:{•:'^:•J:;•:3::: . 'N. 11��':v>;:>:�r.`,:•::�i}Jx}i:�ia•::: •:: �:::::::: v:.:� :..:.. •: v :{,.:.v::::::v: r:::,�: c....; ;4,, ..::::::::::: •:::.: :.v:•: �:::::,;._:............:.....:.,.......5:::.....: .:..: :r..}:....v:.v::?•v: •::::�:: J:: ::::::..; .....:::::.,.::........ . Frame Width 134'-1 Back Girt Proj . 0'-11 1/2 Back Sidewall Ht : 17'-2 1/2 Back Sw Col Base Elev : 0'-10 1/2 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 17'-8 1/2 Front Sw Col Base Elev : 0'-10 1/2 Total Bldg Width : 136'-0 Back Roof Pitch : .25/12 Front Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Average Bay Space = 37'-9 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top Interior Column Spaces(Left to Right) 1 at 35'-8 1 at 32'-4 1 at 29'-0 1 at 39'-0 3: •.,.33'.3::<;: •>} iJ•.: � J}>Jii3..: }}}.; .; ::.: y.::::,::•:::,3.,!.v :•.pv:::; ;.; •:.}333:•J:'rv;{..+..3:•3i}:^i:0:33?}3:!.34 ii}:h:S3:•: .i}:•:{•i3.<!.}333:6'r'�':<•}`i:.}}}}:OiR3:i�.:'{!•:}i{:vY: is i3ii:Ji3iiii'•iiiiR<in}}i;:ii5}:4i'riiv:43 �iii:::3}}}ii:J:•::{�}i}';%i{: i}\ }...., ., .. n ...............:....... w:;;•w:•.:::::::n:•.i4:•3::•JJ:v:{O;;•}:;..::.. ......... { :..::: v:: ;•.. ..::::::: x: ...93'^J:;.J}:•:•i ....... ............: �..:.}}•., ...<: n . •::: ::.}.,:4::.v:::::,�:::::.:: m:::::.�r:.v::•�A:. •.v>: x ... ...............,................::3`: xv.v:4;v'•:•:;.: S: x::.,`;} :4.?:.. n..... ...... }:: .:. .i. ....1vrd:u ti�i::i:i�iiititii �<i �::i-iiiii eB�C'i'iO1�i.M1�BE�5...............................................,..r..........:.:...........,.......................:........ .,.......... ............: ,, .....:,...i.......:.................................. .250: 12 .----32' 4 1 15 7 -j -t2 -o f/i640 17'-0 /16 35'-B j�i6 d 7 8 .250: 12 39' n 1/8 •la 1 c. 5 36 h' 35'-B 32'-4 136'-0 29'-0 39' 0 Frame Cross Section for Plane FL2 (11) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PrioeCostco•Tukwila, WA) TQ960918191317) ^.'ti�. •.v :4.v �.:v.::v.�.rv: v::: �:: ..i...{..:.4 r..}... . : r .. m••:. •;.},:;.;.,:viii}}::' 'l:;i �'!:::.v..:v....... ... .:.. .. .1 ... �� ::.a::+:::::•;::. r. ... x,..: .... .,.tea; 3.: Y DATE: TIME: PAGE: 2113 09/19/96 23:18 36 of 104 Facili DESCRIPTION: Varco-Pruden CONTINUOUS BEAM Frames (Type "CB")are solid -web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS JEAMrames assume the rafter beam is a fully continuous member, spanning from building eave to building eave, r SNI AJttched•to the sidewalt columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum,yietd strength of 50,000 psi. tiake 8 Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-10 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 5'-0 2 at 3'-0 5 at 5'-0 1 at 4'-0 1 at 1'-10 1/16 1 at 2'-8 1 at 5'-0 1 at 2'-8 Live Load : 20.00 PSF Total Dead Load : 13.21 PSF Roof Snow Load : 25.00 PSF Wind Load : 80.00 MPH( 17.85 Collateral(Uplt): .00 PSF Building Code : 94UBC Exposure Factor : C Enclosure Factor: Enclosed Collateral(Gravity): 8.00 PSF Purlins/Sheeting Frame Dead Load PSF) Total Dead Load : 4.13 PSF : 1.08 PSF :13.21 PSF Bldg Use Category : 4 Seismic Zone : 3 Load Stress Design Case Factor Case Load Combinations 1 1.00 2 1.00 3 1.33 4 1.33 5 1.33 6 1.33 7 1.33 8 1.33 9 1.33 Y Y Y Y Y Y Y Y Y 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Dead Weight 1.00 Collat Grav 1.00 Collat Grav 1.00 Wind 1 Right 1.00 Wind 1 Left 1.00 Wind () Ridge 1.00 Collat Grav 1.00 Collat Grav .50 Snow .50 Snow + 1.00 Live + 1.00 Snow + 1.00 Seismic Right + 1.00 Seismic Left + 1.00 Wind 1 Right + 1.00 Wind 1 Left Nvi Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 37 of 104 2113.11tOptical Facility) . v -- .. :ti .;t3??` y•'•::;�r :::'i::,; r;::>,:%;;'r '.i x.:....:::x;:;•:f.•.:;: si+<fit:`•:5�':;:: `: t .'• ;>.>'y'K+�:�;•q;,yi ;:.v: :?; ;:i;;:: .^.:: };..�t:rX?�i�:}:n `.;;:;5''';,k: y,. ...•��f;+};;'.:>:•:••si;:aI.?,1:;..':•'••:t;M1.. 1Flieilll�Et:LOAlk :. ':? ;c i• 4:,; ! `:•?rf•» n: c i :l? vw;;;... hyv. ?, r. o > .. 7lYi �7r ; '+;::"• N 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Ridge 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Right 12 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Left 13 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind II Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise 1 Frm Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S2 2005 Horz PtLd .00 9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Right 6 S2 2005 Horz PtLd .00 -9.40 0. Mbr Ctrtn V 1.00 .00 1.00 No Seismic Left 7 S2 2005 Horz PtLd .00 6.90 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Right 3, 8,11 S2 2005 Horz PtLd .00 -4.30 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Left 4, 9,12 S2 2024 Vert PtLd -1.21 .00 0. Out Flang V .00 .00 .00 No Oeed Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2024 Vert PtLd -.47 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3,-4, 5. 9,10,11,12,13 6, 7, 6. S2 2024 Vert PtLd -.35 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.85 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.75 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.66 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, I S2 2025 Vert PtLd -.57 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4; 5, 9,10,11,12,13 6, 7, 8,1 S2 2025 Vert PtLd -.63 .00 0. Out Ftang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.55 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.49 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Vert PtLd -.43 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S2 2025 Horz PtLd .00 9.40 0. Mbr Ctrin V 38.01 .00 38.00 No Seismic Right 6 S2 2025 Horz PtLd .00 -9.40 0. Mbr Ctrin V 38.01 .00 38.00 No Seismic Left 7 S2 2025 Horz PtLd .00 4.30 0. Mbr Ctrtn V 38.01 .00 38.00 No Wind 1 Right 3,-8,11 S2 2025 Horz PtLd .00 -6.90 0. Mbr Ctrin V 38.01 .00 38.00 Nu Wind 1 Left 4, 9,12 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2005 35.67 RafterBm .00 17.21 35.67 17.95 2024 17.00 RafterBm 80.00 18.87 97.00 18.52 2025 39.01 RafterBm 97.00 18.52 136.00 17.71 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S2 2005 Vert Unif .00 4.80 -.83 .00 No Snow 2, 8, 9,10,11,12,13 S2 2005 Vert Unif .00 35.67 .00 .00 No Snow 2, 8, 9,10,11,12,13 S2 2006 Vert Unif .00 14.33 .00 .00 No Snow 2, 8, 9,10,11,12,13 S2 2006 Vert Unif 14.33 32.34 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 38 o[ 104 S2 2007 Vert Unif .00 11.99 -.02 -.02 No Snow 2, tr*RO;41,12 13 S2 2024 Vert Unif .00 17.00 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S2 2024 Vert Unif 12.60 17.00 -.21 -.21 No Snow 2, 8, 9,10,11,12,13 S2 2024 Vert Unif 12.60 17.00 -.12 -.12 No Snow 2, 8, 9,10,11,12,13 S2 2024 Vert Unif 2.20 12.60 -.51 -.51 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif .00 21.00 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif 21.00 36.60 .00 .00 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif 34.19 39.00 .00 -.77 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif 37.00 39.00 .00 -.02 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif .00 26.10 -.21 -.21 No Snow 2, 8, 9,10,11,12,13 S2 2025 Vert Unif .00 26.10 -.12 -.12 No Snow 2, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2005 35.67 RafterBm .00 17.21 35.67 17.95 2006 32.34 RafterBm 35.67 17.95 68.00 18.63 2007 12.00 RafterBm 68.00 18.63 80.,00 18.87 2024 17.00 RafterBm 80.00 18.87 97.00 18.52 2025 39.01 RafterBm 97.00 18.52 136.00 17.71 FRAME ME I E ` . -,::im € >::#?>>z `?>%:': <::€:s'• ::' >:>?>: :`>€:::€> <> >::': s>> >?'.;> <<[» (r' < : >' <'•`:> z < ::: «::<:'i • >[`' > ?<>> '.#> %< >: i•iii ial. iR.!; iE MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 1 6.00 .1875 .1875 6.00 6.00 16.145 222.74 46.0 46.0 Base Plt Knee 0 0 76.0X6.0X.1875 2 6.00 .3125 .1875 19.69 22.00 9.716 256.06 50.0 50.0 Knee Shop Spl 0 0 3 -Plate 3 6.00 .3750 .1875 22.00 22.00 15.000 440.23 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 4 6.00 .5000 .2500 22.00 28.00 10.576 440.99 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 5 6.00 .5000 .2500 28.00 12.00 11.764 441.09 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 6 6.00 .1875 .1875 12.00 12.00 10.000 153.12 50.0 50.0 Bolt Plt Bolt Plt 0 0 3 -Plate 7 6.00 .2500 .1875 12.00 18.00 10.594 209.60 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 8 6.00 .2500 .1875 18.00 12.00 11.409 225.48 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 9 6.00 .5000 .2500 12.00 35.00 16.439 664.89 50.0 50.0 Bolt Plt Shop Sp( 0 0 3 -elate 10 6.00 .5000 .2500 35.00 28.00 12.565 593.36 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -}late 11 6.00 .3750 .1875 28.00 28.00 15.000 497.66 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 12 6.00 .3750 .1875 28.00 25.35 11.050 360.91 50.0 50.0 Shop Spl Knee 0 0 3 -Plate 13 6.00 .1875 .1875 6.00 6.00 16.645 226.57 46.0 46.0 Base Plt Knee 0 0 T6.0X6.OX.1875 14 7.00 .1875 .1875 7.00 7.00 15.439 263.69 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 15 7.00 .1875 .1875 7.00 7.00 16.946 289.43 46.0 46.0 Base Plt Bolt Plt .•0 .. 0 .T.7_..0X7_0X.1875 16 7.00 .1375 .1875 7.00 7.00 15.424' 263.44 46.0 46.0 Base Pii Buii Pit 0 0 T7.0X7.0X.1375 TRAME:.;:b;.;•;;::;• .11R ND1Ti N5 SCiMMAR'YT............................................... ...::.::::.:::::... ......::::.:::::..:..:........:.::::....::::.:....:...:.,:::.,:::.:. Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 8 2 1 0 0 .0000 .0000 .0000 13 1 1 1 0 .0000 .0000 .0000 14 1 1 1 0 .0000 .0000 .0000 15 1 1 1 0 .0000 .0000 .0000 16 1 1 1 0 .0000 .0000 .0000 • i:;:: �:•: � is iii:', :•:•:J'{iii'riiYi>ij: r iiiit;::: ii•:,••;i; ;iiii: � :.:;t:i: '::;}•' +J?ii?>ii}i:•:•iiii:•ii iii:<c:;i.. :.":.;:.Y :::•: :.}• ::::ii ;.:.,'":'6:y "•::;:;::;::::::,........,.......,,,,.... :. '..; .::i.ii: �: ri ::w::•iii: i:i is i• .::::•.:.:....: }: i. ii.:.:: i::�:•...: :::::.:......v.::::.::....•Y...:;:..'''':::::::====&. kAM�::ittM.�•iBEk:REL>r �FS.•.....:.:.:.:.....:.:......................::.:.::::.:..::::i.:.::..;::..:....::::::.............,..........:...:.:::::::•:::::::::.:::•>::•::.>::::..� Mbr Joint No. No. sr Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-Pric eCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 39 of 104 2113.11 (Optical Facility) ;:),:;).)).;:;;.; •..;.).:.�:';S.�y.... •.Y?•: i.'•'f:: �•:..... .::..:.: .::.: ...::.�:••:. ��y •. y?:::::.:::r• ..s;;.;�;'�. ).o..:: f.:.::::::.cr.,..... •.i.:�. Mr�Y. •:.; ,.,5;/ay,:f . .:;.....: :.:.:.. ..,w.f...:...::>., •.fc>,.. 2•:. :,'�,..r.. .:c:...:•c•))•..' St .:•t: :.:•: .)...:. :.•: •,:Sr•;.q: ); :.?;;;;f:: '.+.tl�,L.y':ry?<!f:{.•'•'9}.•)y•:'f;,.nIN �, ..7.:.::::.a.,....r....5.:::+.•:.:::x:•::...,r,.,,��r?:;?St�z•}v):.r:•.•::r,•::.?•^::.4.'•;.::....:. ?.,v.,.. >... :...:...,: ..;:.. ::..v......:.. .. f.. �.... •...w:: � ): Mbr Joint No. No. 1 2 13 2 14 2 15 2 16 2 . r v"' ..jyyyyy .v.::.�:::::::.::v.....v:.....:.:.,..........n..........:..::::..:;..:.......:.:...v...:: :.: .):•: v: hivn:vA.�: �. v.\:.::n.....,•.: i.:::: •:::::::::.:.... .;:{in:85"F.w:.y.+•):;?:: ??.)):`v!i:?Li:?Ynf:•: 1�i�: V.4A5�7:^;:::.; ..::: ):: �:: )r:}:^:);.::;.:))):':^?:;;;;;a;r;:.r:.y:;:p::v. � rn::•: >:+�:;?;•: •?)):.:::?:::..?..: )...:.......... .:...........:. ......... q.)?1..:.....)..t.........,.................... Horizontal Clearance SW Columns : 133'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-6 1/8 Vertical Clearance at Front Haunch : 14'-6 1/2 Vertical Clearance at Ridge : 16'-9 1/2 vertical Clearance at Int Cot 1 : 14'-6 5/8 Vertical Clearance at Int Cot 2 : 16'-0 3/4 Vertical Clearance at Int Col 3 : 14'-6 1/2 , Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. .........:..... . �.::.:::::) t. :, ..). ....... .:........ i...;?. • • :..: .,.):, �:�;:.::: 1>t1EAr�Ii31�.Si311g11+1Aitl: LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L .00 16.98 .00 AT .00 FT FROM BACK RAFTER BM 1 D +Cg +L .00 .00 .00 AT 78.79 FT FROM BACK EXT COL 1 0 +Ca +L .00 21.84 .00 AT 133.58 FT FROM BACK INT COL 1 0 +Cg +L .00 52.42 .00 AT 34.46 FT FROM BACK INT COL 1 D +Cg +L .00 29.44 .00 AT 66.79 FT FROM BACK INT COL 1 D +Cg +L .00 56.78 .00 AT 95.79 FT FROM BACK EXT COL 2 D +Cg +S .00 21.53 .00 AT .00 FT FROM BACK RAFTER BM 2 0 +Cg +S .00 .00 .00 AT 78.79 FT FROM BACK EXT COL 2 D +Cg +S .00 28.45 .00 AT 133.58 FT FROM BACK INT COL 2 D +Cg +S .00 60.42 .00 AT 34.46 FT FROM BACK INT COL 2 0 +Cg +S .00 34.68 .00 AT 66.79 FT FROM BACK INT COL 2 D +Cg +S .00 78.34 .00 AT 95.79 FT FROM BACK EXT COL 3 D +W1> .00 -3.50 .00 AT .00 FT FROM BACK RAFTER BM 3 D +W1> -11.12 .00 .00 AT 78.79 FT FROM BACK EXT COL 3 D +W1> .00 -2.72 .00 AT 133.58 FT FROM BACK ..D 3 0 .1vir .Dv AT 34.46 FT FROM BACK INTCOL : 11. -11.62 INT COL 3 D +W1> .00 -6.69 .00 AT 66.79 FT FROM BACK INT COL 3 D +W1> .00 -5.92 .00 AT 95.79 FT FROM BACK EXT COL 4 D +<W1 .00 -3.78 .00 AT .00 FT FROM BACK RAFTER BM 4 0 +<W1 11.28 .00 .00 AT 78.79 FT FROM BACK EXT COL 4 D +<W1 .00 -2.50 .00 AT 133.58 FT FROM BACK INT COL 4 0 +<W1 .00 -11.58 .00 AT 34.46 FT FROM BACK INT COL 4 0 +<W1 .00 -6.95 .00 AT 66.79 FT FROM BACK INT COL 4 D +<W1 .00 -5.64 .00 AT 95.79 FT FROM BACK EXT COL 5 D +WP .00 -3.66 .00 AT .00 FT FROM BACK RAFTER BM 5 D +WP .08 .00 .00 AT 78.79 FT FROM BACK EXT COL 5 D +WP .00 -2.64 .00 AT 133.58 FT FROM BACK INT COL 5 0 +WP .00 -11.62 .00 AI 34.46 FT FROM BACK INT COL 5 D +WP .00 -6.74 .00 AT 66.79 FT FROM BACK INT COL 5 D +WP • .00 -5.78 .00 AT 95.79 FT FROM BACK Nr1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA DATE: 09/19/96 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 40 of 104 (VP Order No.: ) 2113 1 ' . - Facilit ... .... ... :..r:: •::. is :•+:..,'{;J:•?!}::}i.}•.}4i}}}ti{ji:'v}{}f,••�t}ri;:tr;?,iii:'f... ,, .. tt:.,,y: `f:. .: $.+ :{•p'�'i'::5, .+.4r. 4 4.v •'}:v ' {.xi•:nYw;:: }:: n. ..{.:. n ..{.::+.:�4vi •}}}:•:{•$: •.{rv. .}. }. ., •r: :.:. :. n:.+ .r •r, r. :.•�{ '� n... .... n�,., :.��.:::::. �: •::: :v: �n ..... ;..:: n�, �}v ..4. .v}:. . .}: •::. .,.R } .,a. ana }. .r .$'• ..., .. .... .. ..n.r.>.. .::}: +;,::4:': •: v., ♦.5'?rN.. {,�r.•?.. .. /�vLn.::. ...f. ilEilt 1tY.A..r.....:r.,.�{....a.a......s...,.......4.}:x..:...}..o:::::.,:.:c.,..:.:.:,...........,s�..............{:..:...,,:,,:..,,,:..}�.�4.s.........:...:.......s...... LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 6 0 +Cg +E> RAFTER BM 6 0 +Cg +E> EXT COL 6 D +Cg +E> INT COL 6 D +Cg +E> INT COL 6 0 +Cg +E> INT COL 6 0 +Cg +E> EXT COL 7 D +Cg +<E RAFTER BM 7 D +Cg +<E EXT COL 7 0 +Cg +<E INT COL 7 0 +Cg +CE INT COL 7 D +Cg +CE INT COL 7 D +Cg +<E EXT COL 8 D +S +W1> RAFTER BM 8 D +S +W1> EXT COL 8 D +S +W1> INT COL 8 0 +S +W1> INT COL 8 D +S +W1> INT COL 8 D +S +W1> EXT COL 9 D +S +<W1 RAFTER BM 9 0 +S +<W1 EXT COL 9 D +S +<W) INT COL 9 0 +S +<W1 DINT COL 9 D +S +<W1 INT COL 9 D +S +<W1 EXT COL 10 0 +S +WP RAFTER BM 10 0 +S +WP EXT COL 10 0 +S +WP INT COL 10 D +S +WP INT COL 10 0 +S +WP INT COL 10 D +S +WP EXT COL 11 D +Cg +S +W1> RAFTER BM 11 D +Cg +S +W1> EXT COL 11 D +Cg +S +W1> INT COL 11 0 +Cg +S +W1> INT COL 11 D +Cg +S +W1> INT COL 11 0 +Cg +S +W1> EXT COL 12 D +Cg +S +<W1 RAFTER BM 12 0 +Cg +S +<W1 EXT COL 12 D +Cg +S +<W1 INT COL 12 D +Cg +S +<W1 INT COL 12 0 +Cg +S +<W1 INT COL 12 D +Cg +S +<W1 EXT COL 13 0 +Cg +S +WP RAFTER BM 13 D +Cg +S +WP EXT COL 13 0 +Cg +S +WP INT COL 13 D +Cg +S +WP INT COL 13 D +Cg +S +WP INT COL 13 D +Cg +S +WP .00 7.06 .00 AT .00 FT FROM BACK -30.09 .00 .00 AT 78.79 FT FROM BACK .00 9.50 .00 AT 133.58 FT FROM BACK .00 20.74 .00 AT 34.46 FT FROM BACK .00 11.87 .00 AT 66.79 FT FROM BACK .00 25.40 .00 AT 95.79 FT FROM BACK .00 6.50 .00 AT .00 FT FROM BACK 30.09 .00 .00 AT 78.79 FT FROM BACK .00 9.99 .00 AT 133.58 FT FROM BACK .00 20.86 .00 AT 34.46 FT FROM BACK .00 11.27 .00 AT 66.79 FT FROM BACK .00 26.39 .00 AT 95.79 FT FROM BACK .00 3.88 .00 AT .00 FT FROM BACK -11.12 .00 ,.00 AT 78.79 FT FROM BACK .00 6.63 .00 AT 133.58 FT FROM BACK .00 8.19 .00 AT 34.46 FT FROM BACK .00 4.86 .00 AT 66.79 FT FROM BACK .00 20.30 .00 AT 95.79 FT FROM BACK .00 3.60 .00 AT .00 FT FROM BACK 11.28 .00 .00 AT 78.79 FT FROM BACK .00 6.85 .00 AT 133.58 FT FROM BACK .00 8.23 .00 AT 34.46 FT FROM BACK .00 4.60 .00 AT 66.79 FT FROM HACK .00 20.58. .00 AT 95.79 FT FROM BACK .00 3.71 .00 AT .00 FT FROM BACK .08 .00 .00 AT 78.79 FT FROM BACK .00 6.71 .00 AT 133.58 FT FROM BACK .00 8.19 .00 AT 34.46 FT FROM BACK .00 4.81 .00 AT 66.79 FT FROM BACK .00 20.44 .00 AT 95.79 FT FROM BACK .00 18.44 .00 AT .00 FT FROM BACK -5.56 .00 .00 AT 78.79 FT FROM BACK .00 24.63 .00 AT 133.58 FT FROM BACK .00 50.54 .00 AT 34.46 FT FROM BACK .00 29.12 .00 AT 66.79 FT FROM BACK .00 63.61 .00 AT 95.79 FT FROM BACK .00 18.29 .00 AT .00 FT FROM BACK 5.64 .00 .00 AT 78.79 FT FROM BACK .00 24.75 .00 AT 133.58 FT FROM BACK .00 50.56 .00 AT 34.46 FT FROM BACK .00 28.99 .00 AT 66.79 FT FROM BACK .00 68.75 .00 AT 95.79 FT FROM BACK .00 18.35 .00 AT .00 FT FROM BACK .04 .00 .00 AT 78.79 FT FROM BACK .00 24.67 .00 AT 133.58 FT FROM BACK .00 50.54 .00 AT 34.46 FT FROM BACK .00 29.09 .00 AT 66.79 FT FROM BACK .00 68.68 .00 AT 95.79 FT FROM BACK Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 41 of 104 2113.11 (Optical Facilitvl f�� �`�c.1Yt •,e.�rrn�e ikr1C3� ..Cf�ltlAJi'1$:•:::.:.:..:. 7A.7CiiCL.lf'1G:O.' •ag.;:::Y.:..,�:•::o,:`.:�:.>r.:•:::: +•:.,.:.....:::sv;,y.:ad.t:{:v,.Si;,.:{..::::�: ::..,:?:a. � ::+:: :s :.:: .t2,x. .{{R{•::.::.c {.:r>s.; ..;:: ::<{{!{....... MINAN SIDEBASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING 6 DE_•ry}rL4"-/6 � WI THK x LENGTH QTY SIZE TERN EXT COL 8.00 x .511i 12.00 (4) '1A. A36 OS -3 /n15 i R4"-4-77'!")3 Fpk'- EXT COL 8.00 X .5000 X 12.1#10- (4) 3/4 DIA. A36 OS -3 sEL A.At p INT COL 8.00 . tt X 13.00 (4) /4 DIA. A36 OS -3 INT C 8.00 X .6250 X 13.00 (4) 3/4 ' . : 6 OS -3 A. ej $ 1 . E S INT COL 8.00 X 1.0000 X 13.00 (4) 3/4 DIA. A36 OS-3 •: ii:::: is ;::: •?::::::!: :� •:::::::::.v::: �:::; ::•::: •::: :c.:::::.:•:':':>:.:.::. :'::::.::•::.y:+:', is {: i:�:{•Y.: �'4`:.::::v::•...:: .... ....::: ......: .... .:.. .......:::: y:•i:{.::}•: •yw:::v ::w:.:..:+:..::.::::: :.:.: ..::.:: ••........ ....:.:.::....... : :...{!:�i; :+:ii; Y;t y + � \iii:•i:v::.ii>);{!;^:•::::.:: ii:!ii:•ii:•;:•?:4';L4i';{{:.; .::•::::::.i:v 4: i:: vii: i}iii`ii:;::: ::::: :v::: •,• ,:$116e..... tYi�{%............. ..... .... ...: ..:::.�:::...:::: �::::.v:; ...:• :::}::;;:... ••v: �::::::.......:..: .. �\, +'v iiii;:::::.� ;�. _::.i :•: :•::::::: •i;{:;:: v::.C: :: ;;•i:4i: �•:::ii i'::::. �: �.:: �::: i:. i:•ii;:{;!!:;� 'W �i '. }�� .: :w::::: w:::.v�:.:.......... ..::.�:::•:::::::i{?i{:::::.:::Gi:•iiihi:::.+v..vd.\v,.:n:::: iiiii:{•: i:4::i::iii'l.^iiiihw:?i:!?4ii:4:vii:�'::: G: i::::•:: i:ii4i:: ••:J;i:Gti?'{:!f.: N:!::: MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 2 1 COL./HAUNCH FLG EX .23 19.062 .1875 X 2.5000 BOTH STD. CK -OK 4 2 BEARING (INT. COL) 9.96 26.646 .3125 X 2.5000 BOTH OS -3 7 2 BEARING (INT. COL) 9.97 17.146 .1875 X 2.5000 BOTH STD. CK -OK 10 2 BEARING (INT. COL) .03 33.652 .5000 X 2.5000• BOTH OS -3 10 3 INTERMEDIATE SHEAR 8.25 29.179 116.72 3.00 87.54 .1875 X 2.0000 BOTH STD. CK -OK 11 2 INTERMEDIATE SHEAR 6.81 27.250 145.33 3.00 81.75 .1875 X 2.0000 BOTH STD. CK -OK 12 1 INTERMEDIATE SHEAR 9.13 24.968 133.16 3.00 74.90 .1875 X 2.0000 BOTH STD. CK -OK 12 2 COL./HAUNCH FLG EX 10.59 24.602 .1875 X 2.5000 BOTH STD. CK -OK ,•.;:,::.;ii:; :i:<rixy:;i:. � :::::: ::: �: �::::: �:.:T.,:.::<::>:;::;:;i•i.::jeit!z:z: <>�[e::::>::i?a::!::X::;:z?i; �:::::::::+;i;i.k;S?<i:¢s<:>:::?:::;:::... t? q:.CONN1i:C,1'i4.:.St1 );<;;•>i:.i:::i:<•;;:{.:.i:;.i:.>:.: ....,. :..... ......+...:;,{;;.:::{:.:.;:.:.;:.;�.;::.:;.i:.:.i:.::.;:.:i:.;.:;{.;:.;::::;.i:;.;:.i;i:{:i:::{:.:.::.:.i:;{.:;.;;:;.:;,;:<:.:.i:<:.;i:.i:;.i. N. )SMA �.._......................... ................., � ............... .................... ......._...... ..�..._........ MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE I 1 2 I .3750 X 7.0 X 0'-11 0/16 I 1/2 " DIA A325 1 NO 1 NO 1 FXT .0 "K .0 "K 2 1 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5'"K •55.5 '''K 3 2 .3750 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 2 NO EXT 496.4 "K 496.4 "K 4 1 .3750 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 2 NO EXT 496.4 "K 496.4 "K 5 2 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 6 1 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 6 2 .5000 X 6.0 x 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 300.9 "K 398.4 "K 7 1 .5000 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 300.9 "K 398.4 "K 8 2 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 172.5 "K 172.5 "K 9 1 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 172.5 "K 172.5 "K 10 2 .5000 X 6.0 X 2'- 5 0/16 3/4 " DIA A325 3 NO 3 NO EXT 1437.5 "K 1437.5 "K 11 1 .5000 X 6.0 X 2'- 5 0/16 3/4 " DIA A325 3 NO 3 NO EXT 1437.5 "K 1437.5 "K 12 2 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5."K ....55.5 "K 13 2 j .3750 X 7.0 X 0'-11 0/16 j 1/2 " DIA A325 1 NO 1 NO j EXT .0 "K .0 "K 14 2 j .3750 X 8.0 X 1'- 0 0/16 j 1/2 " DIA A325 1 NO 1 NO j EXT .0 "K .0 "K 15 2 j .3750 X 8.0 X 1'- 0 0/16 j 1/2 " DIA A325 1 NO 1 NO j EXT .0 "K .0 "K 16 2 I .3750 X 8.0 X 1'- 0 0/16 1/2 " DIA A325 1 NO 1 NO j EXT .0 "K .0 "K .:::::::::::::•:;;: ;;;:•;>;;;;z:'-i:,:{.-.;:<.:zip;:•:;:;�::.;>;:.:;:<:•:•�.;:,�-.�:>'::.m::::<:-:::!>$:;:•>:;::•::::•:::.,-,...{;•�••;;:,.:. Put•. ;:<•. � z:»> -<:z:> «�»::> z<:»»>:i:>:zz:»>:zzz�><::::><:>;;:;;<:z<:»::;>zz::i<: z:::»»: � <:.:;.. �ItAc�riC �.c?CAxtol�:siin�tA�a�r:.:;::;:::i<.:.{;;,•;.;:.:.>:.;:;.:;;,:!<;{.:<:.{.:,.:.:::.;.':::::,:..:.::>..+:,.:...,:..:.....:: . ....:...,,,..: ,:.,:.:,{.,:.::,::.,,:::.:,,.,.:..,,...:<..::{{:.:>?;{.:::.: MBR Location 1'-8 5/8 4'-7 5/8 7'-6 3/4 2 Flg Brc?-> FB REQD not reqd not reqd MBR Location 2'-10 1/8 7'-10 1/8 12'-10 1/8 3 Flg Brc?-> not reqd FB READ not reqd MBR Location 2'-10 1/8 7'-10 1/8 4 Flg Brc?-> not reqd FB REQD MBR Location 2'-3 1/4 7'-3 1/4 5 Flg Brc?-> FB REQD not reqd MBR Location 0'-6 1/8 5'-6 1/8 N/71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 42 of 104 2113,11 (Optical Facilit btIGEH1RACi6LtOiliClN.. iTM)4lAYONOMMOMMINNgggWORMOMOMMUNNE,:::.::.::::::::..::.::::::.:::::, ::,:.:.<.: .::t. 6 Flg Brc?-> not reqd FB READ MBR Location 0'-6 1/8 5'-6 1/8 10'-6 1/8 7 Flg Brc?-> not reqd FB REQD FB READ MBR Location 4'-11 9'-11 8 Flg Brc7-> not reqd FB REQD MBR Location 1'-6 1/8 6'-6 1/8 11'-6 1/8 15'-6 1/8 9 Flg Brc?-> FB REQD not reqd FB REQD not reqd MBR Location 4'-0 3/4 7'-0 3/4 10'-0 3/4 10 Flg Brc?-> FB REQD not reqd not reqd MBR Location 2'-6 7'-6 12'-6 11 Flg Brc?-> not reqd FB REQD not reqd MBR Location 2'-6 7'-6 9'-4 1/8 12 Flg Brc7-> FB RECO not reqd FB REQD PkOltli1sSiG MtMO 11&ti1hIMACi'X..::. ......... ...... •..,:. .,. ::-..,i.. .:.:. tME<DES11Ggite- E[t SUMMARY-: Cantrollln i.o Gxls t+i':Maxi um Coa�fitned Streax i *r; Meinbetr --- ACTUAL FORCES ---- I A C T U A L---- I--- ALL 0 W A B L E----1STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y I STRESS I---- STRESS or LOAD 1 Sum X 1 X No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y IAxl+bndl Shear AT .00 FT 1 2 6.0 -21.5 .0 .0 .0 5.04 .00 .00 .00 19.13 18.40 27.60 27.60 .264 ( .000 AT 9.48 FT 2 2 22.0 .0 4.0 1230.4 .0 .01 .98 22.80 .00 24.04 6.40 29.50 29.50 1 .773 1 .153 AT 2.84 FT 3 2 22.0 .0 .0 1299.0 .0 .00 .01 22.17 .00 30.00 6.47 30.00 37.50 .739 .001 AT 9.98 FT 4 2 28.0 -.2 -31.9 -2928.2 .0 .01 4.55 26.54 .00 24.27 7.13 30.00 37.50 1 .885 1 .639 IAT .00 FT 5 2 28.0 -2.1 28.2 -2928.2 .0 .17 4.03 76.54 .00 24.77 7.13 30.00 37.50 I .890 I .565 AT 7.75 FT 6 2 12.0 .0 -.6 410.4 .0 .00 .25 23.90 .00 30.00 17.33 28.30 28.30. .-.844 .014 AT 9.99 FT 7 2 18.0 -.1 -18.2 -962.2 .0 .01 5.38 27.06 .00 22.15 9.55 27.70 27.70 .977 .563 AT .00 FT 8 2 18.0 -.7 16.2 -962.2 .0 .11 4.81 27.06 .00 22.74 9.55 27.70 27.70 .981 .504 AT 17.05 FT 9 2 35.0 -2.7 -34.5 -3528.0 .0 .19 3.94 23.71 .00 23.74 4.50 24.57 37.50 .971 .876 AT .00 FT 10 2 35.0 -.2 43.5 -3527.9 .0 .01 4.97 23.71 .00 23.74 8.02 24.57 37.50 .965 .620 AT 12.50 FT 11 2 28.0 -.1 -3.5 2349.6 .0 .01 .67 29.28 .00 24.26 3.94 29.78 37.50 .984 .170 AT .00 FT 12 2 28.0 -.1 -7.6 2179.4 .0 .01 1.45 25.97 .00 24.26 3.94 29.78 37.50 .873 .369 AT .00 FT 13 2 6.0 -7!x.4 .0 .0 .0 6.66 .00 .00 .00 19.10 18.40 27.60 27.60 .349 .000 AT .00 FT 14 2 7.0 -60.4 .0 .0 .0 12.04 .00 .00 .00 19.46 18.40 27.60 27.60 .618 .000 AT .00 FT 15 2 7.0 -54.7 .0 .0 .0 6.91 .00 .00 .00 18.67 18.40 27.60 27.60 .370 .000 AT .00 FT 16 2 7.0 -78.3 .0 .0 .0 15.61 .00 .00 .00 19.26 18.40 27.60 27.60 .810 .000 Location I Dep tl1 Area Rin Ry Lx Ly -1 Ly -2 KLA KLy 1 KLy2 Sx L6-1 Rt -1 Lb -2 Rt -2 Qs Qa Cbl Cut Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 .00 6.00 4.27 2.36 2.36 174.2 174.2 174,2 73.8 73.8 73.8 7.93 174.2 3.15 174.2 3.15 1.00 1.00 1.65 1.65 2 9.48 22.00 7.76 8.75 1.20 410.8 60.0 47.0 49.8 53.96 60.0 1.52 .98 1.00 1.08 3 2.84 22.00 8.48 8.93 1.26 410.8 60.0 60.0 46.0 47.5 47.5 58.60 60.0 1.56 60.0 1.56 1.00 1.00 1.08 1.08 4 9.98 28.00 12.75 11.01 1.19 410.8 60.1 37.3 50.5 110.33 60.1 1.52 1.00 1.00 1.00 5 .00 28.00 12.75 11.01 1.19 388.5 60.1 35.3 50.5 110.33 60.1 1.52 1.00 1.00 1.00 6 7.75 12.00 4.43 4.82 1.24 388.5 60.0 80.5 48.6 17.17 60.0 1.55 .94 1.00 1.00 7 9.99 18.00 6.28 7.14 1.20 388.5 60.0 54.4 50.1 35.56 60.0 1.52 .92 1.00 1.00 8 .00 18.00 6.28 7.14 1.20 144.2 60.0 20.2 50.1 35.56 60.0 1.52 .92 1.00 1.00 9 17.05 35.00 14.50 13.40 1.12 204.6 60.0 15.3 53.8 148.82 108.1 1.48 1.00 1.00 1.00 10 .00 35.00 14.50 13.40 1.12 450.8 60.0 33.6 53.8 148.82 108.1 1.48 1.00 1,00 1.00 11 12.50 28.00 9.61 11.06 1.19 450.8 60.0 60.0 40.8 50.6 50.6 80.24 60.0 1.51 60.0 1.51 1.00 1.00 1.01 1.11 12 .00 28.00 9.61 11.06 1.19 450.8 60.0 40.8 50.6 83.91 60.0 1.51 1.00 1.00 1.11 13 .00 6.00 4.27 2.36 2.36 174.5 174.5 174.5 73.9 73.9 73.9 7.93 174.5 3.15 174.5 3.15 1.00 1.00 1.64 1.64 N/P1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwi)a,WA) (VP Quota No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 43 of 104 :•:,:•}:;{ri}i ;?•..}%:: r: ri.ti•}'{i•;:i•:i{.},., .... ., •:v{• r .}'eJ''Y': {i: t ,4xJ}}:Y.L;nr+: .,.,tr �.. /,`.: r:�.r}.{?,r.;�,. �. •{{.v. 'ry' �i^i:Yxti+.+. 'JY'J'i{•�},., ' T: < i` xr J:• { h }: F.t}tt Yi}` t•, {Y {iJ :;�{i} ?fir . < tiJJt •' 4 • � i?},j•? S;: v $ �' : �} v:iy'vr•;y .; �jS?.',�YJ .t+*k}' . Y.'.Oti3r":::J:a{•r :#;>.t; i,.. •., :k..{i�.fik:..Sa}x.{,��#�'6.'•?,N',,'�... i.'%#f.2�'!�,C,�.:�,': 2"�c r )� •o; i•,•: . Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Oa Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) Cbl Cb2 14 .00 7.00 5.02 2.77 2.77 198.8 185.3 185.3 71.8 66.9 66.9 11.00 185.3 3.61 185.3 3.61 1.00 1.00 15 .00 7.00 5.02 2.77 2.77 212.0 203.3 203.3 76.5 73.4 73.4 11.00 203.3 3.63 203.3 3.63 1.00 1.00 16 .00 7.00 5.02 2.77 2.77 202.1 185.1 185.1 73.0 66.8 66.8 11.00 185.1 3.61 185.1 3.61 1.00 1.00 1.75 1.75 1.75 1.75 1.75 1.75 iiiiiiaiiiiiir L:::>:i::'ti�:;:2:Ri:::k2;`::::`.kY:::::::::}i:?}Si•G'+?iso•}::::{::;:?:;::'ri::ii}}}::;::::::•.. Yfp � .xvw:: w::::::?.,•t::.w::+w:nv:::.w: w::.t{.;: •.}:•••i;.}. r;. .,....r.,:.???:;?.?:'•';.� •i:;i::;::}: Y:.}:_}:.>x�•::;:. Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewall Col. .0 .0 21.5 3.8* .0 Front Sidewall Col. .0 .0 28.4 2.7* .0 Int. Col. No. 1 .0 .0 60.4 11.6* .0 Int. Cot. No. 2 .0 .0 34.7 6.9* .0 Int. Col. No. 3 .0 .0 78.3 5,9* .0 , (* Load Case indicates Stress Increase = 1.33) .....":1...'.."'-"".:. :.p •::4'::::::: x.;vJ: ;4}}?}:{;•}i}:{:i•?l. .. :ry tnn..x.n r:.,0. •: v•.n;�:r :•kvv::.v: i? riv}•: •:? ..:: v: ::.v: :• .i�: +r3't} v v :•::::.v: r: 0. :) Y .................... r......... n, ..... }..., ..n .. /n................ ,...\',..{\; n.4..f:?,, . , {•:... r.+.: W%v:{:•}n'.'?:ini:5.i'i:`::iy:;:{::v: v.w::..... •�• .t....{..;.........................n..v.:t .:•: J:.... ..........:.{•:::::: k::v'.:,v'.? i ;{...: •i:•v..;,i. t.,pJ,. r.: }..v{{;.v., .... r •Y}.{.:Y.•:: ri v; ... +};i{i.},r{{ry}?}:• •}}'4:{{;•},!•`.�7 Column <--- Base Plate Data ---> <--- Anchor 80l '• a ---> Description, Width Length 'ia. Type Back Sidewall Co . 8" x 12" (4) 3/4 A36 Front Sidewall Col. " (4) 3/4 A36 Int. Col. No. 1 8" x 1 " (4) 3/4 A36 Int. Col. No. 2 : x 13" (4) 3/4 A36 Int. Col. No. 8" x 13" (4) 4 A36 e` .r-* I...Mu 1 -rR,ut.t a r) vP1 Varco-Pruden Buildings DESIGN DATA DATE: 09/19/96 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 44 of 104 (VP Order No.: ) J2113,11 • . 'cal Facili liar ... •;} 'C•: "•�•tr•:4)Y;f:+^}\•W: l'f:%+ ..vO"'�+::?;;;',.^•.:�;}. )::[}��t.?'.,„„.....,v.•;::f.t y .12Cis�'')i+•'i�i'4 �{ :; . ;r.}rt•;c.; ...;; •.•:. `+•..n't��`AA.. • xat. }xy�` • .• :y'+,� ')•.<,;$-0q.+f SS.a r,Y.,, .y .) r.h` �4 .:,.;f "tX; # 1 '+ • A:• }:? 4::.::. ,:.........,.... �{�{� �r��jj� 4?•� K4+• :;:'fy .a�.5<i. 3i •�i }'. t,c iir.:.-.. '•Y .:,,,,,,,. {% ..:,:Y�.....){ .} .•.i'hG�Yv1:.... '•; `,a.�``:,bF•):.?nii:.::: !,!!•�! !r.. PRIMARY FRAME A United Dominion Company a 1 �t•�4 Frame ID : S2 ( Stress Check Version 3.1 ) Frame Type: Continuous Beam ( 3 Interior Columns ) MOWN ate: 9-18-96 Time:19:10 tiachine: u092 1Ni. ':: •.r.w:::::y.;?.}'•:•'n}':'a}Y}}':::::.w:::: n:. �::::::: •%.. ...r. ..... v..:.w:::r :.}'t:: �: .:.-rr: :: }.. • : }`tft�:'+'.. .. }.:..:ry rI:Y:jy:}:. w: x\• r..v..t. '.iftiti: v?:fr}+}l:•n}y} / \ .. : f.•:1+.....:.4.?. ).. .. F•.4 ..:�'J.tit•KS:t>.iitit:i?v:i'+i:�:4i}}j;i?:;2:'•$:i.:; },?. ,:.N.. ...... •:. k.: :1�%;C�i'ti4: 4:t±Ynrit•�Y:: �i:Kt;:trtnt: tr;, .: •.uv.}"ii ,%{:. . e:, 'r..vv'♦ \ {i: " >a:)i:}t.4 ti.:+•: _v.x.s+ M114v.:. { f.::•): >.t'eY.....x:4iv`•:.•Y;:+rib...:: i'i..::K::r.)iwS}: }::. f : � v?r,•i:v:4:4:•) ):?4i..:: ;.vv.4\•.t.r.. _ _ _ _ ., .:. Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right, 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind II Ridge )Y•:;:;.;<);:?::}:??<.}Y;:•:•:�}iY}}:;•}:.i:•:•::•};}i::4::;:;::;:;t'�?e?�:•:•Y}):•}:%:::::>:.}'a:...r: , :>t,.?,::;�i'., � ;",{,.:;?,:; x#;;:i �� i'i'i i 'i�%`•'i%i i'i. �......... %��;;': ........ ...................:?�i#?'it.<•h:%:?:`:•:•r.. {:ti':;.' :� yf:S?''".i%;`.� Ji � E: � c:,:•t+•,••},,t?:r;:;,Ss::f�:�:)?5:+:i`�iz?%:''t``.� �... Load Member Joint Case Max Hor Defl = .04" ( H/5137 ) 1 2 1 Max Vert Defl Span 1 = .21" ( L/1995 ) 2 2 2 Max Vert Defl Span 2 = .23" ( L/1693 ) 6 2 1 Max Vert Defl Span 3 = .02" ( L/17173 ) 9 2 1 Max Vert Defl Span 4 = .22" ( L/2062 ) 11 2 1 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. w..slaa.1,60.2.r4.1h4a•:::ee.04,11M...,..».a..... Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 45 of 104 2113 1 cal Facility) 4404. ..".'.:i. ., Ji .*.• .:::,r :.,VJd...ra»P.43#fi$:vn::::::.:v Y::;a{v"7 !4Ir.:;r?n•::o; t:.�,:•::::.:: r.; i:F.5vr!vn Frame ID : S3 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 3 Interior Columns ) Machine: u092 Frame Back Front Plane Grid Grid 12-FL3 H A.9 .;:<•r::•: J: JJ :?�:: rJ: r.:v:x: v::::. �:::: x::. v:::.� :::. '• . ,.:............. Y ............. �.i{?•iil.::•JY•:4iiii:{ii: n*: •{: : ,;.....; .; r ................ '.+.•;r:•i::•::•J:,r+:?'{iYJ:::::?tirJ:{: ,'•\v. l ::i! iiiiTi?`v:Y •• ?•Ji::?4J:i:Lrr.: iiriRiii}; i,,,;;i•J: ., ....}.:::.,:•.•:.,::..,..n:......r...:+::r.;.:::::{.YJ:::..:.::::::::::rJ:i.........,..::::•r.�:x..x.w:::Y.•r.{•: fh:•r:•Y ::: :J:. �:::.� ..:.. Frame Width 134'-1 Back Girt Proj : 0'-11 1/2 Back Sidewall Ht : 17'-2 1/2 Back Sw Cot Base Elev : 0'-10 1/2 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 17'-8 1/2 Front Sw Col Base Elev : 0'-10 1/2 Total Bldg Width : 136'-0 Back Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Front Roof Pitch : .25/12 Average Bay Space = 38'-0 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top , Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top Interior Column Spaces(Left to Right) 1 at 35'-8 1 at 32'-4 1 at 29'-0 1 at 39'-0 ??.i:•ii:<:::::.J:»::.;iJYi:;;;:.JYJ:•>:{::{??.;:i<.:•JJJ::•:;i .:�?.iYi:.i:<•Y:.JY:.:�J:: i:i:>E:>:<:><?:«:::»:::»:<i::>::::::;::>::«:::<::::r:::;::ii:i:i:z:i!::>?:riiiii?::?:i:•>:<::':»:<?:::,zi:Y;:>::>::iJi::i:::;<:iii>i::i:ii::>ii:;: •zt•iJ':::i{:::.::. . :� .. ,. '.. ;:. � '::: ': '!::'.. ... . J:c:.�.,•J: ::.:: r•r..: ::J•::: JJ.,..: Y:?.. t•::•,Jr:•.,:...... r..:•:•JJr:•J:•J'•J..,.: , � ., •:::�5...?{{}:.ii.:!.JJJit:,•'t;;''+riii'•i•,r>::i:::fS::: FRAMEMIX i5'f'�' :i N.M1�CL�.S:;�.i:.;>:.JJ:.::.:;;;::.»:.�<.>:<.J;�.Y:.:r......:....,:...:.:,,.z,,.,..,s.:•J;r:J:•J:{?;..J:{_:::.J:{>.J:{{<?::>..:i,:::;>:::i;::::`;i:J:..,..':\::.....::,...:. ,.::.,••..•:::<{;.::.:{{.Jt:?•::::••{i:<;:.;,::•;.:,�:• Q A.9 .250:12 .250:12 0 i/1fri..17'-0 �.--- —35'-B 16 {- 32'-4 1 16 -{"'s+'-' 2 4 5 7 /16+}- 39'- �1/6 12 8 10 1 12 � : L4 �5 16 1 5. I0 1 35'-B 32'-4 29'-0 -- 39' 0 136' 0 Frame Cross Section for Plane FL3 (12) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility :� <+.• 'r:i2•giA444144Y K!.[]tJr.:'.Y..!afyp Y•,txb!nNYlwxnhv.M*axx..lxW...v✓.n wH+.a..a r.rw craw+. -r rVarco-Pruden !/ Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA DATE: 09/19/96 (Project Name: 4485•PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 46 of 104 (VP Order No.: ) 12113,11 (Optical Facility) { ??.J:»:;r ;"" y• �;^.... ; ..•:><isis7>•.::;::•::<;;�:J;;•JJ'•>::•%:;:,ii.,.•:;,:;:<;<.,;:.:;.:::>:;>:!•.;•::;.t;:::.:isY?:'•�''er::5$;;$::>:.J:;;'+c;+�JJJ:«;: x;J:3:.,; �:J:".;>: . ( ;:.vJ;. :>YJ:�:RJ';::rr::>JJJ; � !�7�7 � Q:�; +.:> •' 4?}i}t'}:L•i:?><>.� <i��iiin�+i[::(:i. /+ rJv;i+i 4Y�:k,/ C�`�lJl. l;:YS:::,:::i.:?rti. .Si: �::•:?:•;..:::'iS'?:�J�J;:•;v?:J .S:;JJKp:?:{.%::.: ;?4}J••SS: i•. ry:q}•{: •v ii�li��lat7Y.:��ivi`:' i' ..:.. < :: �i} ..a::::::>:<: ?;;: :::.. t.... 3 w �fir.r..:r:<�..,;.,.;Sy J >.?>?:;. :�.: ,:. .. .. "fi::. ....:. JY:•. .:.,'.?i'$,Ea•. DESCRIPTION: Varco-Pruden CONTINUOUS BEAM Frames (Type "CB")are solid -web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member, spanning from building eave to building eave, ���"� to the sidewatl columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum,yield strength of 50,000 psi. ::::<::;:::;;:?:;:.;:>;;i;:2•:::::J:::::JJ;;:;;::;:::;JJi::?::.;;:::::::»;;iii:; � iiii �:;;::;::;;J::.;:<=iirr:;Y•>i+:::::;J�;.J:•J;ss:;:::;:.;J::r�: �:<::::;:;;;:::»;;: i:;; i:Jir�'.J i;:;•:ii: � Jiii ;<;•i:%iiii:•iii: � Jii:: �::;; :::?.;•.;:;:.;.::::::.J::.:J:.JJ:::::':.,:.JJJ:;,:'.:?:?;.::;J:•:<:?.;:????:•JJ:•i:;:;.i:•J:'•J:•J:;•Ji;:;•JJ:;• i:?;?J.:;.::•i::.J:•:;:•J:•::•:??•i»iJ;J':.J::•JJii;:.:«xJ:.J: ::: ?:: :k:::??•Ji:4i::+.;?i W:^JJ: iF: iS:•S:;?•J%;<O'vv., :w:.v::::::::::: :�':j'. ..(��►.,*..r.J.' :i iii:vJ:4i::..�.t...::::::<i:???}i??::Ji:i?4:;4:•::?�: :.i:::vi::^J:;i:::i:tivJt: y;.. ....... . .. .v .... ... ................... .......... ., ... .. .. i ti^:•isy:; Jii:vninn!?:: y: is iJ::is ii:::Jr,....:?;::iJ:^i:b?J::.:ii: i::i:4 •: ;:::^: ?:5::?iiji:Ji:;i:j.:;iii:; :;'f.::�::i::? }�ii::'i:: i:�ii`ijjJ:;iiiiF :�:i CL :ji?i � , Back Sidewalt Girt Spacings (Base to Eave): 1 at 16'-4 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-10 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 F'i ter Purlin Spacings (Ridge to Front Eave): at 1'-6 1/16 2 at 5'-0 1 at 4'-0 1 at 5'-0 2 at 3'-0 5 at 5'-0 1 at 1'-10 1/16 1 at 2'-8 Live Load : 20.00 PSF Total Dead Load : 13.15 PSF Roof Snow Load : 25.00 PSF Wind Load : 80.00 MPH( 17.85 Coilateral(Uplt1: .00 PSF Building Code : 94UBC Exposure Factor : C Enclosure Factor: Enclosed Load Stress Design Case Factor Case Collateral(Gravity): 8.00 PSF Purlins/Sheeting : 4.13 PSF Frame Dead Load : 1.02 PSF PSF) Total Dead Load :13.15 PSF Bldg Use Category :'4 Seismic Zone : 3 Load Combinations 1 1.00 Y 2 1.00 Y 3 1.33 Y 4 1.33 Y 5 1.33 Y 6 1.33 Y 7 1.33 Y 8 1.33 Y 9 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Wind 1 Right 1.00 Dead Weight + 1.00 Wind 1 Left 1.00 Dead Weight + 1.00 Wind 11 Ridge 1.00 Dead Weight + 1.00 Collet Grav 1.00 Dead Weight + 1.00 Collet Grav 1.00 Dead Weight + .50 Snow 1.00 Dead Weight + .50 Snow + 1.00 + 1.00 Live Snow + 1,00 Seismic Right + 1.00 Seismic Left + 1.00 Wind 1 Right + 1.00 Wind 1 Left Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 47 of 104 113,11_(Oatical Facility) ....:: ••.y:!+!{{:::: w: •': +?}:;:!{. �::::::nv:::{.)}?:^.}}:w::::: ��.}v:: n;::4w::: ...:v:iiyF .• 'n .:. {:.i:::::: x: n•:.: F.• :.:: ...::.. .. r...x .n•:. w: •::.::.v:: ............ ....... ..... ..... ..:•....1 �:•.'::{t?:;i:?:•:�?ii �i::i!!i::Lv:::::.:.;: �:.........:..n.:..... {..::: u: �.�::.v •.. ...t....... :+ .: •i�•:..... ..v.:SyS :}{.: v.v}'S::.S;!h:.}}}•v,::: }:S'tiv}:'i+ r?:!:: Y. ..L .•`... . .....................:::::::..n.:::}:. ....:.•.. ,�.. v:..{+......w:.::::: x:. ..::..... t....... .: x:?.v.t ...:.�.t ...rtv.. :: n...... y..•• v:n :r.�•.:... ............5..... r...... n. v .... :.........:........ r\..........4..... .... ... u:: w.v: n•.v.:v :v:::':, r+:.+W:?:+. �• 1.L��.::v:.v.::!.v :.:::.v......... n............:... f...n n....v.vx :v::::•::::::..........................:....t........+..... nv.:::•:?::.5: :::•;.;.:.;•fj}i?iS: ;:.'.n............a ....:. :.:L....... : r:: ;•.::; .:.r.: :..:vv{t..i:+: �v`KL!4:t:kL:?: 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 11 Ridge 11 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow. + .50 Wind 1 Right 12 1.33 Y 1.00 Dead Weight + 1.00 Collat. Gray + 1.00 Snow + .50 Wind 1 Left 13 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow + .50 Wind 11 Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise ) Frm Segmt Load Vertld HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S3 2027 Horz PtLd .00 9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Right 6 S3 2027 Horz Ptld .00 -9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Left 7 S3 2027 Horz PtLd .00 6.90 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Right 3, 8,11 S3 2027 Horz PtLd .00 -4.30 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Left 4, 9,12 S3 2030 Vert PtLd -1.22 .00 0. Out Flang V .00 .00 .Q0 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2030 Vert PtLd -.17 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3. 4, 5, 6, 7. 8, , 9,10,11,12,13 S3 2030 Vert PtLd -.28 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.30 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.27 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.24 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.21 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,TC 11,12,13 S3 2031 Vert PtLd -.50 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.45 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.39 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Vert PtLd -.34 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S3 2031 Horz PtLd .00 9.40 0. Mbr Ctrin V 38.01 .00 38.00 No Seismic Right 6 S3 2031 Horz PtLd .00 -9.40 0. Mbr Ctrin V 38.01 .00 38.00 No Seismic Left 7 S3 2031 Horz PtLd .00 4.30 0. Mbr Ctrin V 38.01 .00 38.00 No Wind 1 Right 3,8,11 S3 2031 Horz PtLd .00 -6.90 0. Mbr-Ctrl - V 38.01 .00 38.00 No Wind 1 Left 4, 9,12 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2027 35.67 RafterBm .00 17.21 35.67 17.95 2030 17.00 RafterBm 80.00 18.87 97.00 18.52 2031 39.01 RafterBm 97.00 18.52 136.00 17.71 • User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To from To Code Type Combinations S3 2027 Vert Unif .00 35.67 -.01 -.01 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10 S3 2027 Vert Unif .00 4.80 -.83 .00 No Snow 2, 8, 9,10,11,12,13 S3 2028 Vert Unif .00 32.34 -.01 -.01 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10, S3 2029 Vert Unif .00 11.99 -.01 -.01 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10, v71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-Pric cCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 48 of 104 S3 2030 Vert Unif 12.60 17.00 -.04 -.04 No Snow 2, Iler41R$;41,12,13 S3 2030 Vert Unif 12.60 17.00 -.13 -.13 No Snow 2, 8, 9,10,11,12,13 S3 2030 Vert Unif 2.20 12.60 -.15 -.15 No Snow 2, 8, 9,10,11,12,13 S3 2031 Vert Unif 34.19 39.00 .00 -.17 No Snow 2, 8, 9,10,11,12,13 S3 2031 Vert Unif 37.00 39.00 .00 -.22 No Snow 2, 8, 9,10,11,12,13 S3 2031 Vert Unif 39.00 39.01 -.09 -.09 No Snaw 2, 8, 9,10,11,12,13 S3 2031 Vert Unif .00 26.10 -.04 -.04 No Snow 2, 8, 9,10,11,12,13 S3 2031 .Vert Unif .00 26.10 -.13 -.13 No Snow 2, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2027 35.67 RafterBm .00 17.21 35.67 17.95 2028 32.34 RafterBm 35.67 17.95 68.00 18.63 2029 12.00 RafterBm 68.0() 18.63 80.00 18.87 2030 17.00 RafterBm 80.00 18.87 97.00 18.52 2031 39.01 RafterBm 97.00 18.52 136.00 17.71 1+i AAl Mil 11'I11 S1 9 ? :?>:::<: >:::.: c;:::::$ MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endi End2 (FT) (LBS) Fy Fy JO Jt2 REF. 1 6.00 .1875 .1875 6.00 6.00 16.145 222.74 46.0 46.0 Base Plt Knee 0 0 T6.0X6.0X.1875 2 6.00 .3125 .1875 19.69 22.00 9.716 256.06 50.0 50.0 Knee Shop Spl 0 0 3 -Plate 3 6.00 .3750 .1875 22.00 22.00 15.000 440.23 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 4 6.00 .5000 .2500 22.00 28.00 10.576 440.99 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 5 6.00 .5000 .2500 28.00 12.00 11.764 441.09 50.0 50.0 Shop Spl Bolt Pit 0 0 3 -Plate 6 6.00 .1875 .1875 12.00 12.00 10.000 153.12 50.0 50.0 Bolt Plt Bolt Plt 0 0 3 -Plate 7 6.00 .2500 .1875 12.00 18.00 10.594 209.60 50.0 50.0 Bolt Plt Shop Spl 0 0 3=Plate 8 6.00 .2500 .1875 18.00 12.00 11.409 225.48 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 9 7.00 .3750 .1875 12.00 35.00 16.439 540.74 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 10 7.00 .3750 .1875 35.00 28.00 12.565 477.10 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 11 6.00 .3750 .1875 28.00 28.00 15.000 497.66 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 12 6.00 .3125 .1875 28.00 25.35 11.050 332.10 50.0 50.0 Shop Spl Knee 0 0 3 -Plate 13 6.00 .1875 .1875 6.00 6.00 16.645 226.57 46.0 46.0 Base Pit Knee 0 0 T6.0X6.0X.1875 14 7.00 .1875 .1875 7.00 7.00 15.439 263.69 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 15 7.00 .1875 .1875 7.00 7.00 16.946 289.43 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 16 7.00 .1875 .1875 7.00 7.00 15.424 263.44 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 •:::: iLy::::;: •.:::: ;:::.:•::; ...... .•':::::; y ...:........:.::::: ^::.:'::.::'..T:.:::nr.; :.r.•,•::::. :...?,.::.::: �.::::: v..r;^. .-...:;-....::..-...-.r.-•.�.,T� ......:. .-�..:.....�.................. .: ...�.: .... .... .: .....: ::.:::. �:.: �:::: :.: w: � �� .::: �:. :.: xi:;; . • • i. �. �ii:4i: :{ i}i::: i:r:•i: {::i:•i>ii vi:Li:•i:�: iii ii?ii:L:tii'i:•i::+.:iii:jj•i:,v'.i: iiiiiv:::• >I l:<:�j:;::::�i;:$::T'ti:i t>: �. .i<i`n :i: i:ir: Mbr Jt h-Suppt 'i-Suppt Momnt X-Disp 'i -Dish Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 8 2 1 0 0 .0000 .0000 .0000 13 1 1 1 0 .0000 .0000 .0000 14 1 1 1 0 .0000 .0000 .0000 15 1 1 1 0 .0000 .0000 .0000 16 1 1 1 0 .0000 .0000 .0000 M<<#E>`>...n'rM`:�z' `•<"�S%?<`� n??`i``•�iEEiiiE?�3 E>rEz>#:(?<'33�`TES%z;`>:?<?s`E<;E::EE:;:`>'<:>':>Er: Mbr Joint No. No. 1 2 13 2 14 2 :16W:r4,:ri'411,,Th ;:rrwnu.»,u»•war». mvx>rvu.ar+++w,vwa w•.:•,.......,e w.«»...w.e..�.......,..,..•....»....,. C• Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco•Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 49 of 104 2113 1 'cal Facili .:.:....., .:::: ..:. ... ::::: ..: .......,.:.::.�:..Y:::.,•:•:.}f•}':{: Y{L•}:'•:{.j{:.}};: yr :LL. ...4::: .: l:•: }}.••;.: }:!•}}�::}: :........ vr.. ... ♦..�:v.. .\... ..?..:.. /(� :{ ... n•: {:: \.; ... ^..; ...:1}.. k•:..L:+:.. \v:� }� •: AL•; .,,}r. ;; . }.}.:r :r .} L/,..,•:::::::.., :!v: 3}}:!•}:,•: r., • . v : }.:• :.: •:?::?} :{:!!.:.: C�h} : n :.. S}} ♦ v.'y •,,• {4 •. • : G•v r...,}•........v}, "'"-..1;'''.,:.SY:..!: tS ,. . L..L.�.v, .;,; <.,,),•}}: :.:.,•+ ,•:h<.Y•:.yy.i . .:ri.,:}.:.}; }.,.!:+d:fw:•::Y,{;?;::!!:!f ;:^v.{{`?'�� , „..,... v.�£.`•L;}•}R •• I . �) :+:.,; : v.�Yn!•:r..}.+.•., ::!:v;?: n},}., r•i+}:{{+.•:: �.;,}... .•. n•.vr.•: r::.., .., .....:. ,: :n:: :.:.... n. ::.:: :.w.:...... n�?,.:Lv:C•.d.,{•m � h.. r. �i:1•, } :r.• ?.Y {:.}}Y•?'•Y: }:•!:4.Yi', ...k r: :: U........ .. }....... , .. J.:... ...M}'r• .{-0i•...: ,.O •, h{:• iF1iiX:lU��lE�iL•$ASf�t!!L:::;..r;r.;/�;,...<}:•.:}::.Y!ry::.i�!.::y.{.::•::i;;!vi:ti:i:•:<!ri:�:.n•:{}::::.}:4y{• Mbr Joint No. No. 15 2 16 2 I(?�AiilE:;(1.4kiR�litlCitt3 ::::.:...::.:::::.:::::.:::::::.::.:..:.:...:.........................................:................................. . aNNNOmmgemom Horizontal Clearance SW Columns : 133'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-6 1/8 Vertical Clearance at Front Haunch : 14'-6 1/2 Vertical Clearance at Ridge : 16'-9 1/2 Vertical Clearance at Int Col 1 : 14'-6 5/8 Vertical Clearance at Int Col 2 : 16'-0 3/4 Vertical Clearance at Int Col 3 : ,14'-6 1/2 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. ISIiMkltkt1WOOM}:•>>::,:::::::,.:..:::::::.:::::}::::::•:.O:::::}::::.::.,.:..:.;a:..:.::;::,.::..}.:}::::}:}::::WW..,..:..........::::>}}}:•................... , ..............,......,...r........ LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L .00 17.20 .00 AT .00 FT FROM BACK RAFTER BM 1 D +Cg +L .00 .00 .00 AT 78.79 FT FROM BACK EXT COL 1 D +Cg +L .00 21.28 .00 AT 133.58 FT FROM BACK INT COL 1 D +Cg +L .00 52.82 .00 AT 34.46 FT FROM BACK INT COL 1 D +Cg +L .00 30.36 .00 AT 66.79 FT FROM BACK INT COL 1 0 +Co +L .00 54.44 .00 AT 95.79 FT FROM BACK EXT COL 2 D +Cg +S .00 21.74 .00 AT .00 FT FROM BACK RAFTER BM 2 D +Cg +S .00 .00 .00 AT 78.79 FT FROM BACK EXT COL 2 D +Cg +S .00 26.04 .00 AT 133.58 FT FROM BACK INT COL 2 D +Cg +S .00 60.84 .00 AT 34.46 FT FROM BACK INT COL 2 D +Cg +S .00 34.75 .00 AT 66.79 FT FROM BACK INT COL 2 D +Cg +S .00 68.17 .00 AT 95.79 FT FROM BACK EXT COL 3 0 +W1> .00 -3.44 .00 AT .00 FT FROM BACK RAFTER BM 3 D +W1> -11.12 .00 .00 AT 78.79 FT FROM BACK EXT COL 3 0 +W1> .00 -3.63 .00 AT 133.58 FT FROM BACK INT COL 3 D +W1> .00 -11.56 .00 AT 34.46 FT FROM BACK INT COL 3 D +W1> .00 -6.36 .00 AT 66.79 FT FROM BACK INT COL 3 D +W1> .00 -8.20 .00 AT 95.79 FT FROM BACK EXT COL 4 0 4W1 .00 -3.72 .00 AT .00 FT FROM BACK' • RAFTER BM 4 D +<W1 11.28 .00 .00 AT 78.79 FT FROM BACK EXT COL 4 D +<W1 .00 -3.41 .00 AT 133.58 FT FROM BACK INT COL 4 D +<W1 .00 -11.52 .00 AT 34.46 FT FROM BACK INT COL 4 D +<W1 .00 -6.63 .00 AT 66.79 FT FROM BACK INT COL 4 D +<W1 .00 -7.91 .00 AT 95.79 FT FROM BACK EXT COL 5 D +WP .00 -3.61 .00 AT .00 FT FROM BACK RAFTER BM 5 D +WP .08 .00 .00 AT 78.79 FT FROM BACK EXT COL 5 0 +WP .00 -3.55 .00 AT 133.58 FT FROM BACK INT COL 5 D +WP .00 -11.56 .00 AT 34.46 FT FROM BACK INT COL 5 D +WP .00 -6.42 .00 AT 66.79 FT FROM BACK INT COL 5 D +WP .00 -8.06 .00 AT 95.79 FT FROM BACK ' EXT COL 6 D +Cg +E> .00 7.20 .00 Ai .00 FT FROM BACK RAFTER BM 6 0 +Cg +E> -29.85 .00 .00 AT 78.79 FT FROM BACK EXT COL 6 D +Cg +E> .00 8.77 .00 AT 133.58 FT FROM BACK Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ96091819(317) :::i::�>.:::;::::::?.�;+;::::::?r?:::•:;':r::�<;t:q?;:y:;:;:;.:.:':•?'•<;x•::.:<i::x::::�:;;s;:<:>::a>:?::::::::::::::>::>:;:?:::::sii:::sr•<:>z:i:;::;;>::?:::•c::>s::>s:t::>::•;,,, LO CASE LOAD COMBINATION HORIZONTAL VERTICAL DATE: 09/191`35 TIME: 9,3:'1 PAGE: 50 of TM 1'1-113.11 (Optical Facility) ty) „ ,,, ,_,,, _„. •: ::wlltIfll.. MOMENT 1; ATION (kips) (kips) (in -kips) INT COL 6 D +Cg INT COL 6 0 +Cg INT COL 6 D +Cg EXT COL 7 0 +Cg RAFTER BM 7 D +Cg EXT COL 7 D +Cg INT COL 7 0 +Cg INT COL 7 D +Cg INT COL 7 0 +Cg EXT COL 8 D +S RAFTER BM 8 0 +S EXT COL 8 D +S INT COL 8 0 +S INT COL 8 D +S INT COL 8 D +S EXT COL 9 D +S RAFTER BM 9 D +S EXT COL 9 D +S INT COL 9 D +S INT COL 9 0 +S INT COL 9 D +S EXT COL 10 0 +S RAFTER BM 10 0 +S EXT COL 10 D +S INT COL 10 D +S INT COL 10 D +S INT COL 10 D +S EXT COL 11 0 +Cg +S RAFTER BM 11 0 +Cg +S EXT COL 11 D +Cg +S INT COL 11 D +Cg +S INT COL 11 D +Cg +S INT COL 11 D +Cg +S EXT COL 12 D +Cg +S RAFTER BM 12 0 +Cg +S EXT COL 12 D +Cg +S INT COL 12 D +Cg +S INT COL 12 D +Cg +S INT COL 12 0 +Cg +S EXT COL 13 D +Cg +S RAFTER BM 13 D +Cg +S EXT COL 13 0 +Cg +S INT COL 13 D +Cg +S INT COL 13 D +Cg +S INT COL 13 D +Cg +S +E> +E> +E> +<E +< E +<E +<E +<E +<E +W1> +W1> +W1> +W1> +Wl> +W1> +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +WP +WP +WP +WP +WP +WP +W1> +W1> +W1> +W1> +W1> +W1, +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +WP +WP +WP +WP +WP +WP .00 20.97 .00 AT 34:. 4 FT FROM BACK .00 12.49 .00 AT (•, .' FT FROM BACK .00 23.09 .00 AT 95 : FT FROM BACK .00 6.64 .00 AT A FT FROM BACK 29.85 .00 .00 AT 70..9,.fT FROM BACK .00 9.25 .00 AT 133,58 FT FROM BACK .00 21.08 .00 AT 34.''.;. FT FROM BACK .00 11.90 .00 AT 66. .9 FT FROM BACK. .00 24.08 .00 AT 9'• FT FROM BACK .00 3.97 .00 AT .0 FT FROM BACK -11.12 .00 .00 AT 7' '; FT FROM BACK .00 4.88 .00 AT 133.'.0 FT FROM BACK .00 8.35 .00 AT 34.46 FT FROM BACK .00 4.91 .00 AT 66./9 FT FROM BACK .00 14.09 .00 AT `.' FT FROM BACK .00 3.69 .00 AT 00 FT FROM BACK 11.28 .00 .00 AT I1.r9 FT FROM BACK .00 5.10 .00 AT 133.58 FT FROM BACK .00 8.39 .00 AT 34.46 FT FROM BACK .00 4.65 .00 AT 66./9 FT FROM BACK .00 14.38 .00 AT 95./9 FT FROM BACK .00 3.80 .00 AT .n(1 FT FROM BACK .08 .00 .00 AT 78 /9 FT FROM BACK .00 4.96 .00 AT 1' '; FT FROM BACK .00 8.35 .00 AT IT FROM BACK .00 4.86 .00 AT a ': FT FROM BACK .00 14.24 .00 AT 95.79 FT FROM BACK .00 18.61 .00 AT -0 FT FROM BACK -5.56 .00 .00 AT fT FROM BACK .00 22.17 .00 AT 1. FT FROM BACK .00 50.91 .00 AT :. FT FROM BACK .00 29.10 .00 AT (/.79 FT FROM BACK .00 58.45 .00 AT V. ;9 FT FROM BACK .00 18.47 .00 AT .fuO FT FROM BACK 5.64 .00 .00 AT ( FT FROM BACK .00 22.28 .00 AT 17: ':ts FT FROM BACK .00 50.93 .00 AT 34.'.6 FT FROM BACK .00 28.97 .00 AT 6( 79 FT FROM BACK .00 58.60 .00 AT 9': i9 FT FROM BACK .00 18.53 .00 AT .00 FT FROM BACK .04 .00 .00 AT MO FT FROM BACK .00 22.21 .00 AT 133.58 FT FROM BACK .00 50.91 .00 AT 36..46 FT FROM BACK .00 29.07 .00 AT 6/..79 FT FROM BACK .00 58.52 .00 AT 95,19 FT FROM BACK MORWRPPPOWNWMSSMERWRRMnft SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA ---- WIDTH x THK x LENGTH QTY SIZE !I LDING :'ACTT ERN ,Exrair-.MTT-I0f____-(4*---_34_4 DIA. A36 0S-3 s/71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 51 of 104 2113.11 (Optical Facilit :..}?i:;.i}?}!+,; :: •{;;{invr.:.}}:: {:.:4.: !:i.:::?::;yiii:isj::::i�;i}::is;::}i;�i:::(:iF�:i:i'{}�:...;: }.1iY�v ^'{::: r .4n {...... (i'r'f}}}::ii}iiTiii•r:i: .4.. .t�AltlR'�1:1:::.. . 1PSA'i'E$U)4LMA1Gti�':'>::>:'ri:::::«�<:::?:::>::<z»:::::>::<>:>:::>;;::;•;:;,:;::::;::::.::.::�•:::}.::.}:{.::::::.�::,:.::::.:.:,:.{::::.......:.........................,..........r...................................:...::::..,:<:..{:.::.:.:::........ SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELD E DETA10A . ------------.VIDTH x THK x LENGTH QTY PATTERN EXT COL 8. -aa -R--:5000 X 12.00 3/4 DIA. A36 OS -3 /NS tZ INT COL 8.00 X •t 13.0 (4) 3/4 DIA. A36 OS -3 ,Ike.,F__ft, mac, INT COL i.00 X .6250 X 13.00 3/4 DIA. A36 OS -3 ' COL 8.00 X .7500 X 13.00 (4) 3 `DFA A3.� 6 OS -3 A '� ' Std s �` .::.:.'.: .:: :.i'.::•,:.•i.:::::::..i.::::..}+'•:.•:::.•i'.....:......:{.:;i:.::r:{{:.•::.}:i ::iv:}:; :..}}}i>:: WEB;MiiiiiiiER:SiiMMARY:a:::>:'`%<>::%:«>:::;:::<>:.::<:!:::>�«}:;:::::>::!::::<<::»'::>: Nr1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485•PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 52 of 104 2113 1 'cal Facili ... .. :.. .: n.�...:..• ... .. .; ..;.. .. ..:• .{v ........... n. n,.:::{,•:n ;• .}:::::::: :{w: .. :,...:.�::•..v,{4'•:•Yv4:v:.•J.•v:{r.}:.:{.ni::!i�::i'::{:i%.4:{i:'v:•..�;.�t;�� .. i.:::}vv tE�A1�Ct3E:BRAC><NCs`>iOCAT'[(iP�I:S�MMMi�tY<:::»><:>>::v{L................................:. :......::.. ,.:. ,.. ...:......\K..:..,..... ...'�.d'.:.A:Ir.F$.;.;.<.C;S: MBR Location 0'-6 1/8 5'-6 1/8 10'-6 1/8 7 Flg Brc?-> not reqd FB REQD FB REQD MBR Location 4'-11 9'-11 8 Flg Brc?-> not reqd F8 REQD MBR Location 1'-6 1/8 6'-6 1/8 11'-6 1/8 15'-6 1/8 9 Flg Brc?-> FB REQD not reqd not reqd FB REQD MBR Location 4'-0 3/4 7'-0 3/4 10'-0 3/4 • 10 Flg Brc?-> not reqd F8 REQD not reqd MBR Location 2'-6 7'-6 12'-6 11 Flg Brc?-> not reqd not reqd FB READ MBR Location 2'-6 7'-6 9'-4 1/8 12 Flg Brc?-> not reqd not reqd FB REQD FRAME D>•S1CNV<MEMHER SLiMMARY:> :.;>:::;:;::::': •:::::::. . ,:,:, !::;:'>.'.:.>;::;:: .;::.::.>::; :.;.'.: FRAME DESIGNMEMRER SUMMARY..Codro1Uug;E'oad.Cse�atid Matdmu6.'Combined Stress Pyr• Merit>yec ....:.. ... .. ,;: ......, <:Mi.<e:<;z: <::;::::::::::;>:• --- ACTUAL FORCES ---- I A C T U A 1------- A L L O W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y I STRESS I---- STRESS or LOAD Sum % % No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y Axl+bnd Shear AT .00 FT 1 2 6.0 -21.7 .0 .0 .0 5.09 .00 .00 .00 19.13 18.40 27.60 27.60 .266 .000 AT 9.48 FT 2 2 22.0 .0 4.1 1243.9 .0 .01 1.00 23.05 .00 24.04 6.40 29.50 29.50 .782 .156 AT 2.84 FT 3 2 22.0 .0 .0 1314.1 .0 .00 .00 22.43 .00 24.73 6.47 30.00 37.50 .748 .000 AT 9.98 FT 4 2 28.0 -.2 -32.1 -2941.9 .0 .01 4.59 26.67 .00 24.27 7.13 30.00 37.50 .889 .644 AT .00 FT 5 2 28.0 -2.1 28.4 -2941.9 .0 .17 4.05 26.67 .00 24.27 7.13 30.00 37.50 .894 .568 AT 7.75 FT 6 2 12.0 .0 -.6 407.9 .0 .00 .25 23.75 .00 30.00 17.33 28.30 28.30 .839 1 .015 AT 9.99 FT 7 2 18.0 -.1 -18.1 -965.0 .0 .01 5.37 27.14 .00 22.15 9.55 27.70 27.70 .980 .563 AT .00 FT 8 2 18.0 -.7 16.3 -965.0 .0 .11 4.83 27.14 .00 22.74 9.55 27.70 27.70 .984 .506 AT 15.51 FT 9 2 32.9 -2.1 -26.9 -2491.6 .0 .19 4.36 22.19 .00 25.61 6.80 24.50 28.86 .912 .641 AT .00 FT 10 2 35.0 -.2 38.4 -3010.4 .0 .01 5.86 23.93 .00 24.27 6.56 24.52 30.00 .976 .892 AT 12.50 FT 11 2 28.0 -.1 -3.2 2175.4 .0 .01 .61 27.11 .00 24.26 3.94 29.78 37.50 .911 .154 AT .00 FT 12 2 28.0 -.1 -7.1 2020.0 .0 .01 1.35 27.21 .00 23.14 3.90 28.76 28.95 .946 .346 AT .00 FT 13 2 6.0 -26.0 .0 .0 .0 6.10 .00 .00 .00 19.10 18.40 27.60 27.60 .319 .000 AT .00 FT 14 2 7.0 -60.8 .0 .0 .0 12.12 .00 .00 .00 19.46 18.40 27.60 27.60 .623 .000 AT .00 FT 15 2 7.0 -34.7 .0 .0 .0 6.92 .00 .00 .00 18.67 18.40 27.60 27.60 .371 .000 AT .00 FT 16 2 7.0 -68.2 .0 .0 .0 13.58 .00 .00 .00 19.26 18.40 27.60 27.60 .705 .000 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa -Cbl •Cb2 Mn Dist (In) (In2) (In) (In) (In) (In)• (In)• - /Rx• /Ry /Ry (In3) (In)' (In) (Ir.)• (3n) 1 .00 6.00 4.27 2.36 2.36 174.2 174.2 174.2 73.8 73.8 73.8 7.93 174.2 3.15 174.2 3.15 1.00 1.00 1.84 1.84 2 9.48 22.00 7.76 8.75 1.20 410.8 60.0 47.0 49.8 53.96 60.0 1.52 .98 1.00 1.08 3 2.84 22.00 8.48 8.93 1.26 410.8 60.0 60.0 46.0 47.5 47.5 58.60 60.0 1.56 60.0 1.56 1.00 1.00 1.08 1.08 4 9.98 28.00 12.75 11.01 1.19 410.8 60.1 37.3 50.5 110.33 60.1 1.52 1.00 1.00 1.00 5 .00 28.00 12.75 11.01 1.19 388.5 60.1 35.3 50.5 110.33 60.1 1.52 1.00 1.00 1.00 6 7.75 12.00 4.43 4.82 1.24 388.5 60.0 80.5 48.6 17.17 60.0 1.55 .94 1.00 1.00 7 9.99 18.00 6.28 7.14 1.20 388.5 60.0 54.4 50.1 35.56 60.0 1.52 .92 1.00 1.00 8 .00 18.00 6.28 7.14 1.20 144.2 60.0 20.2 50.1 35.56 60.0 1.52 .92 1.00 1.00 9 15.51 32.93 11.28 13.02 1.38 204.6 48.1 60.0 15.7 34.9 43.5 112.26 168.3 1.77 96.1 1.75 .96 1.00 1.79 1.57 10 .00 35.00 11.67 13.73 1.36 450.8 60.0 32.8 44.3 125.79 96.1 1.74 .96 1.00 1.00 11 12.50 28.00 9.61 11.06 1.19 450.8 60.0 60.0 40.8 50.6 50.6 80.24 60.0 1.51 60.0 1.51 1.00 1.00 1.01 1.10 12 .00 28.00 8.88 10.82 1.13 450.8 60.0 41.7 53.3 74.23 60.0 1.46 .97 1.00 1.10 13 .00 6.00 4.27 2.36 2.36 174.5 174.5 174.5 73.9 73.9 73.9 7.93 174.5 3.15 174.5 3.15 1.00 1.00 1.88 1.88 14 .00 7.00 5.02 2.77 2.77 198.8 185.3 185.3 71.8 66.9 66.9 11.00 185.3 3.61 185.3 3.61 1.00 1.00 1.75 1.75 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 53 of 104 }; .::.:j++i'.:}}? i:•}:4.}i: t;:::.}'•:{+.::•.i %: $, {W {.,} .,•';p kf\. .. %,'f? Yti f :{;.+i4$ti>ry.:. }:{• :%i{ vfi%+S': 'T:( :;}%i•:+f .vY, v ;}`V?,v,: �p•v.>ti},•yiyt ', {•\: , �...i: •.yn ..Q}?."}' 'iSi' �ham*....;:.;::{:}}:.:4.1Y+{is1+':i:.:}{.?,'•:{•?..;..+.i{it: i{v?4; ...:}}. ...+ .:•:i �w��w:.�•.�wi.•S�_ _-__-�Jr! ��y�y[� �y�.pyy[�a . p�y]y[�-My�., , • .f,?.;y„yz.,..`vt•• ` i•'%%^},fiC+•>s��§< #. '-}e.T:.`�z''+:e,v�•^ • •}}){•.ky s• 'f.'> ,G>:#.: •x'h'•t• ..};, • ^}`3'F":c%{':r':•'Y.#b`:: r' , �{}Y.' q,;.. .p� j�.g ;,,.., 4-qR�.'Yw-V(�:•T.�..���.{�..:.4•\...w ♦..+..T........\..�......... �,....... .4r.?..r�.. VM.v�v ,•�.•..+�.•. :`{:�%�•�,.. .':\T: �Sf�..,'•?}:,.,t:.u•�inw::::.v:x: x1�{ Sy.�J,hv,+f �}:. }Y.•�Yx. Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) Lb -2 Rt -2 Qs (In) (In) Oa Cbl Cb2 15 .00 7.00 5.02 2.77 2.77 212.0 203.3 203.3 76.5 73.4 73.4 11.00 203.3 3.63 16 .00 7.00 5.02 2.77 2.77 202.1 185.1 185.1 73.0 66.8 66.8 11.00 185.1 3.61 203.3 3.63 1.00 185.1 3.61 1.00 1.00 1.75 1.75 1.00 1.75 1.75 A�7, .�.�?� .�7�i�fN.�R, .}:•?: }?:•:: .;.}::.:>:: :::.,•::.,;%;:::{•>:;t•;:%�}:•}:{i.»:%:;:-#:•:t;.{fS:ri::i:.'•:%Sf:2;<:::,::'t:%::::�:::::•}::. :..:..•::. Sfittiti�y '�. /� 1141 , . .,,...,. ..: :.� ..$.. .......,.., Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Ctk) Back Sidewall Col. .0 .0 21.7 3.7* .0 Front Sidewall Col. .0 .0 26.0 3.6* .0 Int. Col. No. 1 .0 .0 60.8 11.6* .0 Int. Col. No. 2 .0 .0 34.7 6.6* .0 Int. Cot. No. 3 .0 .0 68.2 8.2* .0 (* Load Case indicates Stress Increase = 1.33) , x. ' t: •Yf .}::•r.v:•}!:ii:%%}:;?::?:•i:i$+':i'v'ti'' r. f..., .::?:}v "vt4.: n}. � .,?G{:%%%`ijiti�i::vi::v:?v:%�i%?'%#i'i�:^.i. n.. K )i`' '. ....:.. v: •+{... :., .:.v.� ��::: n.�;..}:Av:�::v::i:•:�'n%ili:;::};#:ti}i:'::,::::}::::}:j{;:; Cti?:%%�# %�i:? %}:. f.`.. ::.•h�` .S�I)��:i.•:::{•:: ^n};{vn.••............. .. n .... i:v. ........n::•4,?..::::'^.�:}:.v,%rry::?n•n{::i{•:tvn..v,•Y.,?'::::::{x:nv.v..:: .:::::: n>p:::: 1:•} Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back Sidewall Col. 8" x 12" (4) 3/4 A36 Front Sidewall Col. 8" x 12" (4) 3/4 A36 Int. Cot. No. 1 . 8" x 13" (4) 3/4 A36 Int. Col. No. 2 8" x 13" (4) 3/4 A36 Int. Col. No. 3 8" x 13" (4) 3/4 A36 N/71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) Order No.: DATE: 09/19/96 TIME: 23:18 PAGE: 54 of 104 211 13.1 Oohcal FanUty ..L::• + h4. ••.»':fi.} YAft}` a. ^i4• Y. ••. • :.{4. }}f.. ..T ;4:.,... ..; .: of :.:: : •.. :••: n:w:. ,..•+.:>t+.t;.ti; �':d ,. .,Y."r Y}}a} . R.., i# . 4� •• 9.. . ra. •'�... .. ;S.'•5• :"' u. tit •\ .{ .F ,��} x Y .K+ . :.vy ��}i� r ' •��,, �� cc I� ��Yy r..,:::..... ,x�: i.::: }..; :x...x4:,:t•}.c � ..../., r`Y.z:7z,,r�}.i�.3:t•.#'.3.'ivNa{{yo>t{t:.::}}i•`.i;:y:;�cN4.t,..e:J;::�Y,.:•X.: �!!?!!!s;...�:;aSV}. •..:.��.. .}k`8g 1�^: '.•x7\{��#�j't':�`"�•:r �..n'�ttttL}t'•{vF'3#'"•�.! t'' ;�9ck �Et:.,: � of ti' ..A.m.: toot Frame ID : S3 ( Stress Check Version 3.1 1 Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 3 Interior Columns ) Machine: u092 ....:....:.......... >„•,:t}..,•:.:••..::•::.}..;:.•::.,}.t...,..t:::: x::::;•:;:,.,...;• •:.r.....,:}.::4.: z:«.:{•.t•:t.::.i'::::4};,•.. ifi:;s:<:;::;;s:};: p��•j� /M�1/M�}•t �yy� •��■ ( n 4.r. .: ti:•i::• ..S t r~. , :i:5+•: ::,:. ::•.. :':tfi:}:f�S.�:�fyvtti{.{::•`.<. }.. .:. •.:.::•vt•:::i:.i:}:.... r..:}..t.: •.t•�: •::. •.. �.••,•....;.t<•:i>:: , .rr~.fw.... ri` s ' p'���inD/NA� p��::'l.}>::.....}:t}}:::::.isn:..:::v\,{.n^:thBryn,r.i:\:ni}:.}1\{•nh:'i>.d':�{;:y':4:!...n:t:::n.:t.}.{{:t.Y,.9..C: i.^:•:. "+?:;Lti::.':'{.t ., 1t..4}.{F$:4f{'+ti+i:•i1R'ni iUtii� 'l�©ItS . • " t :. . ...... .....t .:...h.:r : _.(,.,t: h:t:....... .... }....... Load Stress Design , Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind II Ridge :^}.v':.; . ;.:..:. n::..:":"'s"'''' :}ii}:::....:.i'..}�,:..{J:W.::•::: i}:: }}}.>..{::i ififi}}}i::i •}:j v::'4'f{:t r::;•i f:v i'+4{f:vf ''{y:{;:}t;: dilii':; ...K..:.t •.... r., n.:. :o:i}},...x............. i.. °:'4,�:�;:5 ''c <ii# •`•;:'.`: �:.'•k:iii: •ir!:'�'::•::i,`�>.:::.vfi:;: a..� .. .. }.:: v:.,.}t.4 {.;: {v.};,},ti:•]}:iifi:•:. r:.h..., ):`:iC'i#UI�t.S.U1�N[A1ti::::::.� :::.; ..:...:::::.:::.,::.�::.: �::..;,::..,..::::::}.� ..t>.:.:::a::::i:.;..},:{.::i::::,...,.tt.,..::...:,.:...«.:,..}•::,:.:•:.,..<.,.:.r...::....<....,:,<:.::.:,.,.:.;:t:.:,:i`t::i:.}•.::.:,,�i..>•:;::}:...::? Load Member Joint Case Max Hor Defl = .04" ( H/5116 ) 1 2 1 Max Vert Defl Span 1 = .21" ( 1/1975 ) 2 2 2 Max Vert Defl Span 2 = .23" ( L/1708 ) 6 2 1 , Max Vert Defl Span 3 = .02" ( L/17188 ) 9 2 1 Max Vert Defl Span 4 = .23" ( L/1934 ) 11 2 1 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. NrP1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco•Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 55 of 104 2113.11 (Outical Facility) :._v::•:x:�:.::::.v:r:v:.w:::;:::::: v.:�:n... .. :!:.::: r: �.4 •. xrn n••r..: r.:.r •. Tr{r r/. .., ... :41;.r •}•.•NY.. +2 \... . .....n...:�.. ...... n . ...........:.... ..:.+ ...:. }., �... ..h.vi ... .v.t 5..,•:4:::::n:.:•:?:•$}}:+{?t:t'::�}..rF.•:.4.}.✓.::,{n:.:.::?:.:x:.:...v.•:},...::}.. •: , •..{ ..; Vii::{•::v}:•: Y•: •..}:.�}:: .. ., ., .. ry .. .. ,?y:� ,r..:::.r:::.•4r{•�:.!.:y.;.,n,,.v+�4'+:.+:..; .: J.... r., .....: , :i..r`•r .}:.. r•.+4!:: \.v::? :i}::�•:: .n:}{:�,, �J 1 .. :..:::: } ,..{:., ::: t{. {•.:•::: r . i.}.�3?:4r: .,;,•.} •: •i::::.. .: :n2+.,•.,.; }..,...;,,..,,,.!.; ,r,,L•r: �•`.• .� •. •>.+.{.}<.}.,•r : ......, ., w:::�•::;} •� .. c. ....;;}. 1FYGlI�+l18:.>C;414` v.w�........ n........ i:;•; }v.i :•tib}}i i:..! v4� i4}:!r?� :rv1•}: n4:::.::.:.:: f::;W.4,•;{}{n1Q4 •}t3 �i??•}:4.., • .C. ::?•}X}:..: ................ r.. n...:,.....:::.:::::•.:.....r.�n�;..::?•'r.4{:: �i:;i'}},4,:i4j;,: ; �y: Frame ID : S4 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 4 Interior Columns ) Machine: u092 Frame Back Front Plane Grid Grid 13-FL5 H A :::::>:>:::>:>:> :>:;:>ii{:«:. :...: � ::nom:. :::.: w: n•.w:::v..v... n..... ... n•. v. v.. •... ..:.. {....::::: ..... n...Y.r:..... ^•r: v: r::. +::•:}::•.•: 4: •�r...:::}n n•.:{4; }. 4}}}:}}}}},:.; •:,�'r,. War.v::.�:::::::::::::::n:•:i:•}}}i}:•}}}}:•}:;•i:•}}:4:' v; }:v }:: v:vv}?}4: v}}•.i}'r •......... .. n........ x: �ti}�:!}}}:;:: {i::�::ii4iir vi!�i; ., .... �f�.yt�.�. tic...r...............:.....r4:.?...v.: n..i. n...w.,^{•;?.i•,A,.� $ n......Y:4:•.,•.r..:... ... !. r..?n v, riv:::n�;; •n;•••,;{:n.`... .::.:... N•:v>.:;: vJ�'.'i:;ti•:;}::.:::5..�•• �1,�t. } :: •:....................:: , .....r i. rr:ri?:.•: i' } : ':: •::;+i �.:.r:,.. { •:i h: :.:,.... v. +.•: ;4: nn}}'{: •}yn::•: ••n..t.......Yvn}`.:::::.; :.:.,.. ,.;,::•:4^.+.::....... . FA.If.lr7,q:'vat'Il�'�i:•>\,}}'•.?••>}>}`4:`:::>}>:•}}:?�}is4z::}:v»}}}}:!•}i}::::..,.::.�::::}}:x.£y:•}};<v:•:�}:}:::::::::�:::}:.�}:::::: �v: ^.�.:.:; .:;. ,.v:::: �;.;.,:.; :::. Frame Width 158'-1 Back Girt Proj : 0'-11 1/2 Back Sidewall Ht : 17'-2 1/2 Back Sw Col Base Elev : 0'-10 1/2 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 17'-2 1/2 Front Sw Col Base Elev : 0'-10 1/2 Total Bldg Width : 160'-0 Back Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Front Roof Pitch : .25/12 Average Bay Space = 38'-0 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top , Front SW Cot: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top Interior Column Spaces(Left to Right) 1 at 31'-0 1 at 28'-9 1 at 37'-3 1 at 38'-0 1 at 25'-0 >}iA14:i.G;:0:ifS:•:S:•}4 :t�•::i�{•}::uitl#vL.il:•}}:-MOB :}}}i:!•:{w::; :::::•:}.tiiccR4'•>•}•i}}n:?11:nn av?giiiin:nii!:i.:^:}n: :i.in:y:.: 0 A .250: 12 .250: 12 --� 1/1 -�7'-0 /1� 38'-0 8—+.•-2 ' �---31'-0 /16--- -'t— 8'-9 /16{�-20'-3 ---+ 0 1/1 --I L8 19 ?0 417 =6a 1 .1 38' 0 25'-0 —..{ F -- 31'-0 28' 9 37'-3 160' 0 Frame Cross Section for Plane FL5 (13) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 56 of 104 2113.11 (Optical FaciIitvt . i. •. .:. ,•. •....,.;......8•r:::+.v:f•.v.;•7;•?P.•�:y^:Y�•nvr:::.::1.,4: x:::•.v:J:•:,' r:S.,�n..i:..;,J,:j:.3.:. v:: :..rr :;i>.:. im{+rU::•:S: ?•: •:hRd.m .r :......;�,..:..,.,.✓ ••f : ,:..,; .; ....?::":?`•`•S?;<: `: <$;•:;<s).v., F...2..,, •.:: ,•:5::: +;.; x:;i:: ::::;`int► • .: r:: r::... r.:..:... . . 18 ::6E1111lI+fAltY � �........................?.:.,:....>.,.,.3�r.::.�?..:.,,::...........,..:..,.:.....:.:.:.:::.:::::.:::::�::<.:.:...:.:...::;::;:z:<�,.::>.:�..::>. 1. � V.:: A ; t >. C ..., . � •,.,. ,C ;..o-.,� \.a:.v.,•?5,:+:.<':?:<:j;::jj.<f:sj?:s:} :�:x::: •..!.yl... >.Y.; ;.,> 3 v . `�, .,,• ,.v.t�...r..:.?o..v.,,:: ;:;., .,,. ;`.,��/'r�.t: •:>: •f •>�:f:: DESCRIPTION: Varco-Pruden CONTINUOUS BEAM Frames (Type "CB")are solid -web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUSp' BEAR Frames assume the rafter beam is a fully continuous member, spanning from building eave to building eave, F49 asbed to the sidewall columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel p'te, bar, and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum,yietd strength of 50,000 psi. Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 5'-0 1 at 4'-0 1 at 5'-0 2 at 3'-0 9 at 5'-O 2 at 2'-11 1/16 1 at 2'-8 Live Load • 0.00 PSF Collateral(Gravity): 8.00 PSF Total Dead Load : 13.00 PSF Purlins/Sheeting : 4.13 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : .87 PSF Wind Load : 80.00 MPH( 17.85 PSF) Total Dead Load :13.00 PSF Collateral(Uplt): .00 PSF Building Code : 94UBC Bldg -Use -Category -:•4 • Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 4 1,33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 5 1.33 Y 1.00 Dead Weight + 1.00 Wind II Ridge 6 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 7 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left 8 1.33 Y 1,00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 9 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, W A) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 57 of 104 2113 I ticalFac :n.::••w:;?'.},..... v: r. •: n•?:'v:w:•w.v?T)v:::: n, n.....:'•.'•:v?: ;:�i:'W:;:: •'::+•:::::.v •: LAY :A{ :...;•:{:.?y:yn.: i??:•????i?':•:v:{'^........ .; ......?.. ...:.. x... .... v .. nr. ..... r...:??:{{{:J?',L?:hY^isv:••:4}}:^•,i:{i.i:ii????};:.:'•?:•;{.}•.};?:{: ?::.:{: :i:•: ` :: ::v: Y•?::?.:v?.v:v::...: ........ ........ rnv;:: r. v;:':q:. a:.}.;; v:<?:;;•??i:•?:;•:n WOW �}y� ,}.,�..v., ..:.v�:.vx. :{•r {..:.... . :.•l. r..: r:::n .. ,+.v:. >.:.. K:•. •: w: r•: •:::. ,: r. ... r:... n.... ... .: :•r ;?:j;?i::f?iri{:•:•i:•'i: :::i::}?.... .{v. :.: >n..:.....:{{{.:�r.:{::::•::?r:{{.:�.{{{{::;;;:t?:s{u;v:::?>:: ::..ter:::? .; ..; .::.r.:.,: 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 11 Ridge 11 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow + .50 Wind 1 Right 12 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow + .50 Wind 1 Left 13 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow + .50 Wind 11 Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise ) Frm Segmt Load VertLd HorzLd Momnt Load PrJctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S4 2034 Horz PtLd .00 9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Right 6 S4 2034 Horz PtLd .00 -9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Left 7 S4 2034 Horz PtLd .00 6.90 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Right 3, 8,11 S4 2034 Horz PtLd .00 -4.30 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Left 4, 9,12 S4 2037 Vert PtLd -1.22 .00 0. Out Flang V .00 .00 .00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S4 2039 Horz PtLd .00 9.40 0. Mbr Ctrin V 24.01 .00 24.00 No Seismic Right 6 S4 2039 Horz PtLd .00 -9.40 0. Mbr Ctrin V 24.01 .00 24.0Q No Seismic Left 7 S4 2039 Horz PtLd .00 4.30 0. Mbr Ctrin V 24.01 .00 24.00 No Wind 1 Right 3, 8,11 S4 2039 Horz PtLd .00 -6.90 0. Mbr Ctrin V 24.01 .00 24.00 No Wind 1 Left 4, 9,12 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2034 31.01 RafterBm .00 17.21 31.00 17.85 2037 17.00 RafterBm 80.00 18.87 97.00 18.52 2039 25.01 RafterBm 135.00 17.73 160.00 17.21 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S4 2034 Vert Unif .00 31.01 -.03 -.03 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10, S4 2034 Vert Unif .00 9.20 -.82 .00 No Snow 2, 8, 9,10,11,12,13 S4 2034 Vert Unif .00 4.80 -.42 .00 No Snow 2, 8, 9,10,11,12,13 S4 2035 Vert Unif .00 28.76 -.03 -.03 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10, S4 2036 Vert Unif .00 20.24 -.03 -.03 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10 S4 2038 Vert Unif 37.00 38.01 .00 -.02 No Snow 2, 8, 9,10,11,12,13 S4 2039 Vert Unif .00 .99 -.02 -.03 No Snow 2, 8, 9,10,11,12,13 S4 2039 Vert Unif .99 1.00 -.10 -.10 No Snow 2, 8, 9,10,11,12,13 S4 2039 Vert Unif 1.00 20.39 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S4 2039 Vert Unif 15.79 24.99 • • .00 •1:24 • No Snow 2, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2034 31.01 RafterBm .00 17.21 31.00 17.85 2035 28.76 RafterBm 31.00 17.85 59.75 18.45 2036 20.25 RafterBm 59.75 18.45 80.00 18.87 2038 38.01 RafterBm 97.00 18.52 135.00 17.73 2039 25.01 RafterBm 135.00 17.73 160.00 17.21 FR'Ah M M EISIcu><`.mui<>?>m<<`u'>•`:><z>>>>m's#>'u`� �>`:'•<:':<>#>m>?»`:»<•:`:>`:`>>>?>>#mme':«u?:::::<:. MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 1 6.00 .1875 .1875 6.00 6.00 16.145 222.64 46.0 46.0 Base Plt Knee 0 0 76.0X6.0X.1875 2 6.00 .2500 .1875 19.85 22.00 9.048 215.47 50.0 50.0 Knee Shop Spl 0 0 3 -Plate iii.•t1a•' . Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 58 of 104 2113.11 (Optical Facili . .. ...... :..: .. :•T., •. > S^ ..4:}^ :r.:{.:+ .{ F...i ..>> :.v;::.:.: ?.....:: n.. ....,. :m§: :: .::t!?•:+F,: •.:•:i?}•.. •:.?>•i>. .. :.: 1 ?+:{:• :., ...: . v:t•: v,.•.'( n�{'SF\ rv.•:{•:?:L y.v?r.::x •.:• n: f.�'ri:{?•:::::.: ....: ..vw,;;:::}•{}.;.;;:.; ...i�x:::: �:::.:• •. ,v:::4 . :• :: x: v. .. • i:'r,:.\`iiv v:�•� i•::.:....... r....�.. {���j �ry{� :. ::vv...{...............+.::•.+st{•:.:{:'•.:+:•:•i}}}:¢;.,:•v'{.J>}X!.:..:y{:v.•1.Y:,!i:.:�y�::�\:t..i,:{.,.....,�:.::::::::::.:::;..iv,. ;.n {i`iY •:�!y:{}t:::;i:: ,, :.. { ::%C vnv:: ��:::w: •Fv i.:: •:::::: n::.}:'h;t•.{:{....�:: i.; : t �:n} MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB , SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 3 6.00 .3125 .1875 22.00 22.00 10.000 267.97 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 4 6.00 .2500 .1875 22.00 26.00 11.580 295.56 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 5 6.00 .2500 .1875 26.00 12.00 8.177 183.02 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 6 6.00 .1875 .1875 12.00 12.00 10.000 153.12 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 7 6.00 .3125 .1875 12.00 26.00 10.579 263.65 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 8 6.00 .3125 .1875 26.00 12.00 9.676 241.20 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 9 6.00 .2500 .1875 12.00 12.00 9.999 178.44 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 10 6.00 .5000 .1875 12.00 33.00 16.436 572.03 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 11 6.00 .5000 .1875 33.00 12.00 10.568 368.95 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 12 6.00 .2500 .1875 12.00 12.00 20.000 357.29 50.0 50.0 Bolt Plt Bolt Plt 0 0 3 -Plate 13 6.00 .3125 .1875 12.00 25.00 7.426 182.92 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 14 6.00 .3125 .1875 25.00 12.00 10.583 260.31 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 15 6.00 .1875 .1875 12.00 12.00 14.046 216.89 50.0 50.0 Shop Spl Knee ' 0 0 3 -Plate 16 6.00 .1875 .1875 6.00 6.00 16.145 227.39 46.0 46.0 Bale Plt Knee 0 0 T6.OX6.OX.1875 17 7.00 .1875 .1875 7.00 7.00 15.497 264.68 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.0X.1875 18 7.00 .1875 .1875 7.00 7.00 16.146 275.78 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 19 7.00 .1875 .1875 7.00 7.00 15.665 267.56 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.0X.1875 20 7.00 .1875 .1875 7.00 7.00 15.501 264.75 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.OX.1875 litiiikirRY: 101Ni)1Ti0AStMlttl:Y<»<?<>?>'?:•:'��'�:z`>>`««><<»><<z>>:`<><>r«<<?`><><«r�>?�'•#>?>»'>><<<«'#�?�<<z><><�<>'>><>>>��`�> It ... ........... .......... ......... ...................... Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 9 2 1 0 0 .0000 .0000 .0000 16 1 1 1 0 .0000 .0000 .0000 17 1 1 1 0 .0000 .0000 .0000 18 1 1 1 0 .0000 .0000 .0000 19 1 1 1 0 .0000 .0000 .0000 20 1 1 1 0 .0000 .0000 .0000 4 yi� .:v}} •i:{C}:{•+:v.{•:v::Y: is};{• v::::::: v:.: n �: v :w:::: ?w:::.: n•:+ :• :.:...:::•: v:.; . •.; ..........' •>:?•:?:{v};;.: }}}r:}{n}:4;v{.}'•}}•., .......: .:: x:; ..... ... ;. iiiiiiii��y���yy�y� �y:::::;:::::ti:;i:>:z};:::::'t`<:�^�:�:?':'ts�•':::i?••i:>::;isz::•>::E:»:�>i•}::>;;<:T;:;:#::::;;::t:i}:::it<;;::•:•�>::::. r�:_>:.:">iiz:;::i:};:;«':�}>:<:<>::>::%:::::i{>:::'t::;:;s#::�>d:::><;: i�iFiliJAlG7lC«i1w1� Mbr Joint No. No. 1 2 16 2 17 2 18 2 19 2 20 2 ------:r Ekkaitek4iiiiiiineninaiiiinigiiiiiNigiiiibiggaginiaiiiiiiiigiiiiiliiiiiiiiiMinkiniagiingaigiNgiNgenelingginftigiiRM Horizontal Clearance SW Columns : 157'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-6 Vertical Clearance at Front Haunch : 15'-1 13/16 Vertical Clearance at Ridge :' 16'-9 1/2 Vertical Clearance at Int Col 1 : 14'-7 7/16 Vertical Clearance at Int Col 2 : 15'-2 15/16 Vertical Clearance at Int Cot 3 : 14'-8 15/16 Vertical Clearance at Int Cot 4 : 14'-7 3/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. R' ANggJ.44i44747wc-.mrsa,>:•�;•uc srr.:,.a..u»w*wi.+�wr,nw-,....•.•.,.......,....w.....,..........«........,...............«...ti...,,....s,......wro«....w,..V.».......,..,. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) •:t;;:,�.i.:;:;.:;,.:;.;��;t•;:•,:<;v»:••:>:i„:::<;�:5:;;i.•,.::s<`g:i;::s:::;;:5:::;;;.;.•:,:ti:t>.t>.;:>.2•,'• �:i3>'•;.s:.;:.:.4i:i: `.''•cf•';,•:::•;.ut:.. ..F...;:n .;?,t• :.:.�:a::.:;>f, ••:�:.,••::t: ••:::.: ...t::;';;;•; '•'t::+•' •f:t:,••;:•<•;'• T: ti•.'•.., ti;;::;•:•;r;;{:::,:.:{�'.+• DATE: 09/19/96 TIME: 23:18 PAGE: 59 of 104 'cal Facili 4 If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. AegMA is »: .LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 0 +Cg +L RAFTER BM 1 D +Cg +L EXT COL 1 D +Cg +L INT COL 1 0 +Cg +L INT COL 1 D +Cg +L INT COL 1 D +Cg +L INT COL 1 D +Cg +L EXT COL 2 D +Cg +S RAFTER BM 2 0 +Cg +S EXT COL 2 D +Cg +S INT COL 2 D +Cg +S INT COL 2 D +Cg +S INT COL 2 D +Cg +S INT COL 2 D +Cg +S EXT COL 3 D +W1> RAFTER BM 3 0 +W1> EXT COL 3 D +W1> INT COL 3 D +W1> INT COL 3 D +W1> INT COL 3 0 +W1> INT COL 3 D +W1> EXT COL 4 D +<W1 RAFTER BM 4 0 +<W1 EXT COL 4 D +<W1 INT COL 4 0 +<W1 INT COL 4 D +<W1 INT COL 4 D +<W1 INT COL 4 D +<W1 EXT COL 5 D +WP RAFTER BM 5 0 +WP EXT COL 5 D +WP INT COL 5 D +WP INT COL 5 0 +WP INT COL 5 0 +WP INT COL 5 0 +WP EXT COL 6 D +Cg +E> RAFTER BM 6 D +Cg +E> EXT COL 6 D +Cg +E> INT COL 6 D +Cg +E> INT COL 6 0 +Cg +E> INT COL 6 D +Cg +E> INT COL 6 D +Cg +E> EXT COL 7 D +Cg +<E RAFTER BM 7 D +Cg +<E EXT COL 7 0 +Cg +<E INT COL 7 0 +Cg +<E INT COL 7 D +Cg +(E .00 17.14 .00 .00 .00 7.29 .00 40.14 .00 40.41 .00 54.48 .00 37.40 .00 24.14 .00 .00 .00 13:55 .00 46.44 .00 46.36 .00 62.30 .00 44.20 .00 -3.03 -10.99 .00 .00 -1.42 .00 -8.62 .00 -7.16 .00 -11.26 .00 -8.91 .00 -3.31 11.41 .00 .00 -1.21 .00 -8.62 .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 -7.16 .00 AT 58.54 FT FROM BACK .00 -11.19 .00 AT 95.79 FT FROM BACK .00 , -8.91 .00 AT 133.79 FT FROM BACK .00 -3.20 .00 AT .00 FT FROM BACK .21 .00 .00 AT 78.80 FT FROM BACK .00 -1.33 .00 AT 157.58 FT FROM BACK .00 -8.64 .00 AT 29.79 FT FROM BACK .00 7.11 .00 AT 58.54 FT FROM BACK .00 -11.19 .00 AT 95.79 FT FROM BACK .00 -8.92 .00 AT 133.79 FT FROM BACK .00 7.36 .00 AT .00 FT FROM BACK -31.05 .00 .00 AT 78.80 FT FROM BACK .00 2.80 .00 AT 157.58 FT FROM BACK .00 16.06 .00 AT 29.79 FT FROM BACK .00 16.97 .00 AT 58.54 FT FROM BACK .00 21.82 .00 AT 95.79 FT FROM BACK .00 14.45 .00 AT 133.79 FT FROM BACK .00 6.83 .00 AT .00 FT FROM BACK 31.05 .00 .00 AT 78.80 FT FROM BACK .00 3.26 .00 AT 157.58 FT FROM BACK .00 16.04 .00 AT 29.79 FT FROM BACK .00 16.92 .00 AT 58.54 FT FROM BACK Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 60 of 104 2113,11 (Optical Facility) .........n ...... ................................. ............ .. ..: ..:.v: w::•:}�::::.:; v}}i%; :��i??•:•:+ .\.... ih..vvv. r v. ......[r. i.}%.: rr:i:r [.:,.Y:,'•i i• .. .. .. ....r .v .:... Y... \... ....... ................::.}:?L?:?.:::v:+}.z•n;+•}::•\•::•'w:x:: �•:'{;{?:: S:v}:: �v.:r:'?:ice}:: .v:.,"{:v. `.::�+tv::;\ijn. a�. .,.. v {v{: •r::::?:.• ,.:.,:::r}•!:: , ,:......... v:nv.;. v........ ., ..n , , .., ... v ...n:;vv}, .nQrvn• ,; .•• .....r .Y. ,v •.v: v?•1.:.:.hY;{h., ..........:. :.::.v: •.w?\v:. n., .:..'•}Y vY:: •n ..,: r: In r:v;:::.w:: 1•:::: ^:•.}'.: ........ .... ?.:w ?: z .:K}•:��:>rh?„i:?Y Cup . v...v:: .• v..: :•� :nvv: �.v:.v:::::::::: •: •: r........... .. .:.h: }: •!/r.: \.zv.vv:Y Y•:•.\:{v: v:.vv:h�n :/,.}:}}}{:h}.... ?;i:{{n+{:%.v:..v• •: �.v ::.t•Y :Y r.. w::, :.......:n•.. ,r,.n.n.::h:: n?•.::.v::•. i n.}.....•.h:v.....nh ...............::::::::..h.:.. �::?4 T.:v: x: !•.:...viv.. r.: ??vr ...:.: LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) INT COL 7 D +Cg +<E .00 22.30 .00 AT 95.79 FT FROM.BACK INT COL 7 D +Cg +<E .00 14.60 .00 AT 133.79 FT FROM BACK EXT COL 8 D +S +W1> .00 5.49 .00 AT .00 FT FROM BACK RAFTER BM 8 D +S +W1> -10.99 .00 .00 AT 78.80 FT FROM BACK EXT COL 8 D +S +W1) .00 3.84 .00 AT 157.58 FT FROM BACK INT COL 8 0 +S +W1> .00 6.57 .00 AT 29.79 FT FROM BACK INT COL .8 D +S +W1> .00 7.55 .00 AT 58.54 FT FROM BACK INT COL 8 0 +S +W1> .00 8.86 .00 AT 95.79 FT FROM BACK INT COL 8 0 +S +W1> .00 5.92 .00 AT 133.79 FT FROM BACK EXT COL 9 D +S +<W1 .00 5.21 .00 AT .00 FT FROM BACK RAFTER BM 9 D +S +<W1 11.41 .00 .00 AT 78.80 FT FROM BACK EXT COL 9 D +S +<W1 .00 4.05 .00 AT 157.58 FT FROM BACK INT COL 9 D +S +<W1 .00 6.57 .00 AT 29.79 FT FROM BACK INT COL 9 D +S +<W1 .00 7.54 ,.00 AT 58.54 FT FROM BACK INT COL 9 D +S +<W1 .00 8.93 .00 AT 95.79 FT FROM BACK INT COL 9 D +S +<W1 .00 5.93 .00 AT 133.79 FT FROM BACK EXT COL 10 D +S +WP .00 5.33 .00 AT .00 FT FROM BACK RAFTER BM 10 D +S +WP .21 .00 .00 AT 78.80 FT FROM BACK EXT COL 10 D +S +WP .00 3.93 .00 AT 157.58 FT FROM BACK INT COL 10 D +S +WP .00 6.55 .00 AT 29.79 FT FROM BACK INT COL 10 D +S +WP .00 7.59 .00 AT 58.54 FT FROM BACK INT COL 10 D +S +WP .00 8.93 .00 AT 95.79 FT FROM BACK INT COL 10 D +S +WP .00 5.91 .00 AT 133.79 FT FROM BACK EXT COL 11 D +Cg +S +W1> .00 21.09 .00 AT .00 FT FROM BACK RAFTER BM 11 D +Cg +S +W1> -5.49 .00 .00 AT 78.80 FT FROM BACK EXT COL 11 D +Cg +S +W1> .00 12.18 .00 AT 157.58 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 38.92 .00 AT 29.79 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 39.00 .00 AT 58.54 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 52.13 .00 AT 95.79 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 37.05 .00 AT 133.79 FT FROM BACK EXT COL 12 0 +Cg +S +<W1 .00 20.95 .00 AT .00 FT FROM BACK RAFTER BM 12 D +Cg +S +<W1 5.71 .00 .00 AT 78.80 FT FROM BACK EXT COL 12 D +Cg +S +<W1 .00 12.28 .00 AT 157.58 FT FROM BACK INT COL 12 0 +Cg +S +<W1 .00 38.92 .00 AT 29.79 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 39.00 .00 AT 58.54 FT FROM BACK INT COL 12 0 I.Cg +S +<W1 .00 52.16 .00 AT 95.79 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 37.06 .00 AT 133.79 FT FROM BACK EXT COL 13 0 +Cg +S +WP .00 21.00 .00 AT .00 FT FROM BACK RAFTER BM 13 0 +Cg +S +WP .11 .00 .00 AT 78.80 FT FROM BACK EXT COL 13 D +Cg +S +WP .00 12.22 .00 AT 157.58 FT FROM BACK INT COL 13 D +Cg +S +WP .00 38.91 .00 AT 29.79 FT FROM BACK INT COL 13 D +Cg +S +WP .00 39.02 .00 AT 58.54 FT FROM BACK INT COL 13 D +Cg +S +WP .00 52.16 .00 AT 95.79 FT FROM BACK INT COL 13 D +Cg +S +WP .00 37.05 .00 AT 133.79 FT FROM BACK <:>:::}}::•?::::;ii•:::%:s;; E:;:::�i::::;:::;5::'tt::;::::s::+:s:'::•:;::;:; �::;i:}::.••;::;;:;:;[:::Y:;:;::::::?::;:;:�::s:::::;:%:;+;i;:::::•:::>•�:�:::;;::?::x::%Y::>::';:;:;;:<::;r::�>:;::z:is::::::s}is:;::::::}: hs:<}s}::::: .: i{?:::,.:}:.r:•r••?:�:Ya:r•::::s:>::>::r;•}:t:Y:•?i{{{.}::h::>%oz;'zz;:>.{:i•:;{•. •... :•;';:{i:`:t>::;.:::g::>•z::::r;:;:'{::i•'::ei:Srt:::>:z:ir:::::;:rss::>:::;:::}:::::ss::>?:}::+::}:;<:i••}? Y::}}:>::»::>•;:2;S:t:S't;:<::;:::.r•:r:}::: 14ASE.ELkTE.SUMMARY:.}Y:>};:z::z::.?.?.::•;::::..::::::{•:.}.::::{.:: •:?:::,::.:{•:::,:::...:::?::}..::,•: •::::.:: , ::{.:::::....,•:::::.{{•::•::,::}:<,:}:::?::::.:{:.:::::.:::::::::::.::.::.::,:.:::{::::::::::::.::: �::{::.::::}:::..•:::..•::::::..:..:..:............ SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATTERN EXT COL 8.00 X . 0 DIA. A36 ___(25.z.3_ L 8 .3750 X 12.130-------(41-3/46M--A36------08-3-'----- Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 61 of 104 2113 1 cal Facili .................................... .......... :.... :•v;: .: ��:: : v :::::::: ,�; .m;: .::: ::.:.: ::::::.:::: w:::. �: :: vv:: v.v: �:::::::.w.::•: �:::.v :n?': � i:.??:r f•??i??: r.. r. r., .n.. .............n........:.... r.:...n .n..... ........;:...,�:: ::::. :ir,. .i r. .. .. :: v?ii.i. ii iii:.S: :.: :.: :.:::::::::::::.v ::::: :i:::•iii::?:�:ti•::::;•?:::.}:::?....4+,y:::.vn...... i..:..:.v:Ki;i::n.:::...........:.•.�•:::n�::••::.v:x::.i wn�:.•i:::v::r.:inii ::::hn•:• .4+:::.+:•::?:: BAS)E�1!Z;II'i£:St3MMARY::::?:�:::;«::.:::;::>:::::::ci<::x:<:;;:;::::::::;:»::s::::<:::<<::;•<::•:�•'::rr>::::•rrr:rr::::�<•:<:::>:<:•r::•;�•r::>.:;:::ni.;:.;?•..:.::.::..., . •: r:':::•:•.,...,. r...::�i�X?:;;:;:?'•,'•;,%•.i.:.k v:n?. .:: :; .y:: 2'.i v: v:r v:.. :.(?.:.::: •. •::�::i•... r. •:%v?'r :''W'r. ••.: o. is .:•%•:it f . S 0 BASE PLATE DATA---- - . • x THK x LENGTH ---ANCHOR BOLT DATA---- tDING QTY E PATTERN De.-t-A-ILIAJC, INT COL 8.00 X .6 i .00 INT COL 8.00 X 62 r 3.00 INT COL.0S 0 X .7500 X 13.00 COL 8.00 X .6250 X 13.00 4) 3/4 DIA. A36 OS -3 1 STITA.cc_T t S (4) 3/4 DIA. A36 OS -3 f' St%.E S (4) SIA. A36 OS -3 i (4) 3/4 DIA. A . 0S-3 R'^Ia A A. 13 . + 5 . WE8 STI[fiEt(IEit k11'111sk ..... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 2 1 COL./HAUNCH FLG EX .23 19.354 .1875 X 2.5000 BOTH STD. CK -OK 4 2 INTERMEDIATE SHEAR 8.30 24.525 130.80 3.00 73.58 .1875 X 2.0000 BOTH STD. CK -OK 4 3 BEARING (INT. COL) 10.96 25.284 .2500 X 2.5000 BOTH STD. CK -OK 7 2 INTERMEDIATE SHEAR 6.66 20.708 110.44 3.00 62.12 .1875 X 2.0000 BOTH STD. CK -OK 7 3 BEARING. (INT. COL) 9.97 24.550 .2500 X 2.5000 BOTH STD. CK -OK 8 2 INTERMEDIATE SHEAR 6.34 16.748 89.32 3.00 50.24 .3750 X 2.0000 ONE STD. CK -OK 10 2 INTERMEDIATE SHEAR 11.29 24.915 132.88 3.00 74.74 .1875 X 2.0000 BOTH STD. CK -OK 11 2 BEARING (INT. COL) .03 30.762 .3125 X 2.5000 BOTH STD. CK -OK 11 3 INTERMEDIATE SHEAR 6.17 19.047 101.59 3.00 57.14 .3750 X 2.5000 ONE STD. CK -OK 13 2 INTERMEDIATE SHEAR 5.37 20.042 106.89 3.00 60.13 .1875 X 2.5000 ONE STD. CK -OK 14 2 BEARING (INT. COL) .02 23.609 .2500 X 2.5000 BOTH STD. CK -OK 15 1 COL./HAUNCH FLG EX 13.57 11.625 .1875 X 2.5000 BOTH STD. CK -OK :A:; <`; s ?`: <':':'<`•'>`> Isot��n cnr(Iv>��c�N:sUI. > '>'< ` <<;< s? >;;': <;;a E' 2 NER ?3€#»<?< .mii::<s i>ii<s < :.:,go ni],: ': s; I MBR JT PLATE DATA BOLT DATA . NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 7.0 X 0'-11 0/16 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 2 1 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5 "K 55.5 "K 3 2 .5000 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 3 NO EXT 851.1 "K 1047.8 "K 4 1 .5000 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 3 NO EXT 851.1 "K 1047.8 "K 6 2 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 7 1 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 9 2 .6250 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 340.6 "K 491.6 "K 10 1 .6250 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 340.6 "K 491.6 "K 11 2 1.0000 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 2 NO 1 NO EXT 593.6 "K 340.5 "K 12 1 1.0000 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 2 NO 1 NO EXT 593.6 "K 340.5 "K 12 2 ' .3750 X 6.0 X 1'• 1 0/16 3/4 " CIA A325 1 NO 1 NO i EXT 172.5 "K 172.5 "K 13 1 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 172.5 "K 172.5 "K 15 2 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5 "K 55.5 "K 16 2 .3750 X 7.0 X 0'-11 0/16 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 17 2 .3750 X 8.0 X 1'- 0 0/16 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 18 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 19 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 20 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K h1YtI3RheNG. Q Tti67§...?....;;g:::::::i::::::::.::::?:::::.::i::ir;::.::::::::::::S::.i•:::::.:;'::::N::::::::::::: MBR Location 1'-8 5/8 4'-7 5/8 7'-6 3/4 2 Flg Brc?-> FB REQD not reqd not reqd MBR Location 3'-6 1/8 8'-6 1/8 3 Flg Brc?-> not reqd FB REQD MBR Location 3'-6 1/8 8'-6 1/8 N/1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 62 of 104 2113 1 cal Facili E:: C f1! .: ;.:a;�:.}::::.: •..,..,. '�::::..:.;f•::: �:.}}}}}}:•}::f}:...; ,;•#:{<' ..,..,,. }..:...�..r��... ...... tC •r.;h..:...:{ :..} . r . . �r►Nf3 Bf)t� it1�tG,iFACAT( 1'�IS�Lt�QMAR�'..:•:..........}........:.. x ...:..................:..... �::}::..<ar..:.::<„:<.,.::>:s<.:.::::.,::::....,..................>.:w.;.........,......��.}}..........�.:,.:,.}.,.}:2.�:.::;. 4 Flg Brc?-> not reqd FB REQD MBR Location 1'-11 1/4 6'-11 1/4 5 Flg Brc?-> FB REQD not reqd MBR Location 3'-9 1/8 8'-9 1/8 6 Flg Brc?-> not reqd FB REQD MBR Location 3'-9 1/8 8'-9 1/8 7 Flg Brc?-> not reqd FB REQD MBR Location 3'-2 1/8 8'-2 1/8 8 Flg Brc?-> FB REQD not reqd MBR Location 3'-6 .8'-6 9 Flg Brc?-> not reqd FB REQD MBR Location 1'-6 1/8 6'-6 1/8 11'-6 1/8 15'-6 1/8 10 Fig Brc?-> FB REQD not reqd FB REQD FB REQD MBR Location 4'-0 7/8 7'-0 7/8 10'-0 7/8 11 Ftg Brc?-> FB REQD not reqd not reqd MBR Location 4'-6 9'-6 14'-6 19'-6, 12 Ftg Brc?-> not reqd FB REQD not reqd not reqd MBR Location 4'-6 13 Flg Brc?-> FB REQD MBR Location 2'-0 7/8 7'-0 7/8 14 Flg Brc?-> FB REQD not reqd MBR Location 1'-5 7/8 6'-5 7/8 9'-5 12'-4 15 Flg Brc?-> not reqd FB REQD not reqd FB REQD jy Pw>iI '': } y�y� :::: 3 : >:}y' :::,....,.., `• :s:t%> :, .::::i>;:<'< < :: >:f:::>::::i;im:f:::� : e :� >s>:::<i : liii«>: f %z:%:}: r $ %:i'?; «'~: +!;:;::;}}}Aii;.>si:>:3:< ii iia � GN::A+l�h313 <: � Y<:::<::<:>::ff:<�:><:f::;<:f::##;:�:;<:f>::f::fffff:f:;>:;::}:;�:;.}:,:.:;.<:::;:..:,...,.,.....................:.:..::.......... }:}:.}:.}�::.,;}:.;:; 'r': ti:::: ,+;.�:.}i:n4,?: ;: nr r.}„>:: t: of}};•}}:r: r:: ;::::vi';: :. v:.:::: ti: ;;:;:.v.............v•:.:::.:'}::}':::::: is iii:v::v:....::: •::: •4}}� yi ::! 4n 1l�11l�lf+��t33f311+I1�tAit`!�. �.*1E '� �'': >> 'aiiA':�itiiiit>4onilNiiiiE4` :rain'''..: r.�rlem .::�,s:[><s:<:>�:>>;»>���<:>:..;.:..,,::.}::>.,}:;:}.:::>::.:.}:.}:.:}}:,:}:<M --- ACTUAL FORCES ---- 1 ACTUAL---- I--- ALL 0 W A B L E ----STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Ont -Y I STRESS I---- STRESS or LOAD Sum % I % No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-yIAxial Shear Bnd-x Bnd-y IAxl+bndl Shear AT .00 FT 1 2 6.0 -24.1 .0 .0 .0 5.65 .00 .00 .00 19.14 18.40 27.60 27.60 .295 .000 AT 8.82 FT 2 2 22.0 .0 4.5 1237.2 .0 .01 1.10 26.68 .00 21.98 6.32 27.16 27.16 .983 .174 AT 3.51 FT 3 2 22.0 .0 -.6 1319.7 .0 .00 .15 25.60 .00 30.00 6.40 29.50 29.50 .868 .023 AT 10.98 FT 4 2 26.0 .1 -26.2 -1489.6 .0 .01 5.37 25.60 .00 30.00 8.02 26.69 26.69 .959 .670 AT .00 FT 5 2 26.0 -1.8 19.9 -1489.6 .0 .23 4.08 25.60 .00 21.29 4.50 26.69 26.69 .968 .908 AT 3.75 FT 6 2 12.0 .0 1.7 140.5 .0 .01 .77 8.57 .00 19.83 17.33 28.30 28.30 .303 .045 AT 8.77 FT 7 2 24.3 -.8 -20.2 -1515.0 .0 .09 4.43 25.79 .00 23.67 5.22 27.51 29.28 .940 4847 AT .00 rT 8 2 26.0 1.9 24.1 -1824.7 .0 .22 4.93 27.14 .00 23.42 8.05 29.12 29:12 j .940 j .613 AT 6.00 FT 9 2 12.0 .0 .4 565.5 .0 .00 .18 26.65 .00 24.51 17.52 30.00 32.54 .888 .010 AT 17.04 FT 10 2 33.0 -2.2 -31.1 -3411.6 .0 .19 5.03 26.85 .00 24.49 6.83 27.44 37.50 .978 .736 AT .00 FT 11 2 33.0 -2.0 30.8 -3411.6 .0 .17 4.97 26.85 .00 24.49 6.83 27.59 37.50 .973 .729 AT .00 FT 12 2 12.0 .3 16.4 -580.9 .0 .07 7.28 27.37 .00 30.00 17.52 27.65 32.54 .990 .416 AT 8.05 FT 13 2 25.0 -2.1 -23.6 -1801.2 .0 .25 5.03 28.23 .00 23.56 8.32 29.21 29.21 .975 .605 AT .00 FT 14 2 25.0 -.7 20.2 -1801.3 .0 .08 4.32 28.23 .00 23.56 4.92 29.21 29.21 .969 .877 AT 6.49 FT 15 2 12.0 .0 1.6 326.6 .0 .01 .72 19.93 .00 30.00 17.33 28.30 28.30 .704 .041 AT .00 FT 16 2 6.0 -13.5 .0 .0 .0 3.17 .00 .00 .00 18.59 18.40 27.60 27.60 .171 .000 AT .00 FT 17 2 7.0 -46.4 .0 .0 .0 9.25 .00 .00 .00 19.47 18.40 27.60 27.60 .475 .000 AT .00 FT 18 2 7.0 -46.4 .0 .0 .0 9.24 .00 .00 .00 19.04 18.40 27.60 27.60 .485 .000 AT .00 FT 19 2 7.0 -62.3 .0 .0 .0 12.41 .00 .00 .00 19.19 18.40 27.60 27.60 .647 .000 AT .00 FT 20 2 7.0 -44.2 .0 .0 .0 8.80 .00 .00 .00 19.53 18.40 27.60 27.60 .451 .000 Varco-Pruden ; RIMARY FRAME Buildings DESIGN DATA DATE: 09/19/96 A United Dominion Company (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 63 of 104 (VP Order No.: ) 2113 1 1 . 'cal• Facili Location Depth Area Rx Ry I;: Ly -1 Ly -2 K1x KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa Cbl Cb2 Mn Dist (In) (In2) (In) (In) (tri) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 .00 6.00 4.27 2.36 2.36 174.0 174.0 174.0 73.7 73.7 73.7 7.93 174.0 3.15 174.0 3.15 1.00 1.00 1.56 1.56. 2 8.82 22.00 7.03 8.52 1.13 354.( 60.0 41.6 53.0 46.37 60.0 1.47 .91 1.00 1.07 3 3.51 22.00 7.76 8.75 1.20 354.l 60.0 60.0 40.6 49.8 49.8 51.56 60.0 1.52 60.0 1.52 .98 1.00 1.07 1.10 4 10.98 26.00 7.78 9.86 1.08 354.1 60.1 36.0 55.8 58.18 60.1 1.42 .89 1.00 1.00 5 .00 26.00 7.78 9.86 1.08 345.5 60.1 35.0 55.8 58.18 60.1 1.42 .89 1.00 1.00 6 3.75 12.00 4.43 4.82 1.24 345.', 60.0 60.0 71.6 48.6 48.6 16.39 120.2 1.58 60.0 1.55 .94 1.00 1.91 1.56 7 8.77 24.28 8.19 9.54 1.17 34',.5 60.1 60.1 36.2 51.2 51.2 58.75 120.2 1.51 60.1 1.50 .98 1.00 1.77 1.25 8 .00 26.00 8.51 10.14 1.15 240.1., 60.1 24.0 52.2 67.23 60.1 1.48 .97 1.00 1.00 9 6.00 12.00 5.16 4.97 1.32 243.'; 60.0 49.0 45.4 21.22 60.0 1.61 1.00 1.00 1.00 10 17.04 33.00 12.00 13.22 1.23 204.1, 60.2 15.5 49.1 127.06 60.2 1.54 1.00 1.00 1.00 11 .00 33.00 12.00 13.22 1.23 456.7 60.2 34.6 49.1 127.06 60.2 1.54 1.00 1.00 1.00 12 .00 12.00 5.16 4.97 1.32 456.7 60.0 91.9 45.4 21.22 132.3 1.67 1.00 1.00 1.81 13 8.05 25.00 8.32 9.79 1.16 456.7 60.1 46.6 51.7 63.82, 60.1 1.49 .97 1.00 1.00 14 .00 25.00 8.32 9.79 1.16 ?A2./ 60.1 28.9 51.7 63.82 60.1 1.49 .97 1.00 1.00 15 6.49 12.00 4.43 4.82 1.24 287.Y 60.0 35.1 58.6 48.6 28.4 16.39 60.0 1.55 35.1 1.54 .94 1.00 1.56 1.02 16 .00 6.00 4.27 2.36 2.36 181.9 181.9 181.9 77.1 77.1 77.1 7.93 181.9 3.17 181.9 3.17 1.00 1.00 1.42 1.42 17 .00 7.00 5.02 2.77 2.77 198.5 186.0 186.0 71.7 67.1 67.1 11.00 186.0 3.61 186.0 3.61 1.00 1.00 1.75 1.75 18 .00 7.00 5.02 2.77 2.77 205.9 193.8 193.8 74.3 69.9 69.9 11.00 193.8 3.62 193.8 3.62 1.00 1.00 1.75 1.75 19 .00 7.00 5.02 2.77 2.77 203.4 188.0 188.0 73.4 67.9 67.9 11.00 188.0 3.61 188.0 3.61 1.00 1.00 1.75 1.75 20 .00 7.00 5.02 2.77 2.77 19.73 186.0 186.0 71.4 67.2 67.2 11.00 186.0 3.61 186.0 3.61 1.00 1.00 1.75 1.75 Column Horz. Horz. Descri•tion In Out Back Sidewall Col. .0 .0 74.1 3.3* Front Sidewall Col. .0 .0 13.5 1.4* Int. Col. No. 1 .0 .0 46.4 8.6* Int. Col. No. 2 .0 .0 46.4 7.2* Int. Col. No. 3 .0 .0 62.3 11.3* Int. Col. No. 4 .0 .0 44.2 8.9* Vert. Vert. Moment Down U. lift (+ Ctr-Clk) .0 .0 .0 .0 .0 .0 (* Load Case indicates Strw.s Increase = 1.33) Column <--- Base Plate DalL •---> <--- Anchor Bolt Data ---> Descri.tion Width Length Back Sidewall Co Front Sidewall Col. Int. Col. No. 1 8" x 13" Int. Col. No. 2 8" x 1 " Int. Col. No. 3 x 13" Int. Col. N. 8" x 13" 8" x 12" Numb. Dia. (4) A36 3/4 A36 (4) 3/4 A36 (4) 3/4 A36 (4) /4 A36 (4) 3/4 •Felt IPOttPabrAIMrwmsFaawwnsv..w.uuwa.'x+w0* a,.....,, Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) Order No.: NP ) DATE: 09/19/96 TIME: 23:18 PAGE: 64 of 104 .y..,,Yi•:.::.r ,or•r •t<: ri>x•sp••., t.,,Yx,+r. ,• • ____ _ _ — ::..vr:: ; .. : •:J:..Y.pr.:..'vo;: ••r.YxF;<.,..:,rraYi'„n J ••Y•Y<•:.;., •: •Y:;:++�•?:�"•Y+'': �' , a •:,..•,y, ;,X,�.,� : i Jf.ef u, ,Y. U.: ,',r.J .t., : a ����A��.Y�:i��'%Y",:,CiYrC.Y,:,<.:,t.;{i.r,.;iia.:.:.Y±.�'tf:•�•f�Y:�a:':N'.`•.>:::fip.:;4t{.<:�;rA`.+c„<a<.i sA��.:;,'.{t;`:2S`,�..:,t,•:S:'.Ct}2�xi;�2�<,.��.iCiii;??2��..•:...: X•,'n•,•.:. @. :�oY,?�2::��{t; Frame ID : S4 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 4 Interior Columns 1 Machine: u092 '>�>:<::>':>::>�::�:>:;t;+::�r::::«:::>:>:::::<Yi:t:'YY:•:r•YYYYY;<•:YYY:a>Y•'.:;:.:;., aY:Y:..;Y:;• : : �orr�>�::con�nx��c�+rs:>,. .;,.,.>.::.,.;..:;.Y.:.>:'...:: ... .... iY,::<: {:« � ..% { y;::.2•:.,•$Y:i'F,.<•:•:v::.v.tp:•:•i:rr .? .. pw.<n•?v .�- n.+y�.}. Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1,Right . 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind 11 Ridge <:::;:;:>;:•YY;;.Y�.:Y .;:<.:;;•<;:.:;>;Y;>:.;:::.;;;;; <.;:::::;:.::. �:. �::;::.;:•YY; :;YYYY:.Y: •:;, •;.. �:;:�::.;•.;':.:'::::YYYY:::.r::;:.Y::•.r .:: Y:•:::,f:.: �:.:;.:•:.. ,.:: ::::>':>:<Y>Y:>'<:><»;•:;YaYY:aY'•Yt,YYY;•:�;;.:Y;Y:<:;i:::;Y:::�.;;:;.Y::;•::.;:<;.;+Y:•;•:::,YY;i:'..;:.:;•;::'•YY;: ..,.v:........; n..:..: •: ::.: ••..:v::.:::.:::: :;•:...........:::: .•, . •:::;•\•.v:.v:;•Y':iY:•:;•Y:•YY.I'•�pY'•:.v., v; .: :•.:::. ., ..., ......,.,,.Y. ......... .. ,... n : .:..:....... .:••:. :Y: ;: '.iYY �\ '''''''"'"Iri"'''--- +'►/���� Oji :: Y:t•:::•YY: Y:;•Y::.iY:: •::}Y:;;•. •:: �an•::.::•:::::::...::::::::.v::Y•::::: .,; {>•. ::. :..,.::::: .; �... Y.:... :: f..:: Y:: a:: •::: T.,vv.,. r•}::;±:,v,..,•: it+�n�' AY11Y.Y1'7i/L�:�Viri{��A�';t:<.,..::...:............\.................................:.....n..,.:..:........:...:Y::YwYY:•Y:.Y:.•:aG,:.,:•:.::;;.Y>..:;Y.,•.Y,•:.\L.Y:•:::�:::: ,,.•<;Y::}}•::n:..Y., .:.......,.:..::....v Load Member Joint Case Max Hor Defl = -.07” ( H/2861 ) 16 2 2 Max Vert Defl Span 1 = .20" ( L/1796 ) 2 2 2 Max Vert Deft Span 2 = .02” ( L/14158 1 5 2 1 Max Vert Deft Span 3 = .27" ( L/1656 ) 9 2 1 Max Vert Defl Span 4 = .21" ( L/2125) 12 2 2 Max Vert Defl Span 5 = .01" ( L/19604 ) 14 1 3 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. GFLa1.U:Y�Sr.Yat.Y'JXYt���>,c..tA.u4V.:Yb'fiTYANJ�]YiW1N0'XM:w.b11w»YEN:UCXeTMa•1:laslw�fMWwanMraw4w.-ww,• X.nn.MwaX •arc W+araw+'+lrM w.#uFM.Tva�ane•Xs��nXicuvn.uu+w.+n..w,www...r......-....—..�.....V..�-.�.�.�.. Varco-Pru den Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCoatco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 65 of 104 2113 11jQptical Facility) ........ .. ..: ... .......:..:.::.:•.,:.'..• ..: :.:: :.::. �.i•.,•:.•,•..:. •: .•.i••.+. .. :: .. .:..:. ..!.:.!..: ... .:.:. ..... {.,..::,,,..:,:::: .;.: ..,..:!:.moi... 4:.:.,i..: .::.., }f?.. a.. + : .i. ;:yi ii};i:}i!•u ....;..; '' ..,; „:.v:...... • .. ,... . •::::.)•81 •AY.:::}.i j.i,}:-S:s•::::t,.::..;;,ii+'}•}'�r?Y:.Y$•i.! : c}.,: :::::: :+o::•.:..,#,:,::., y',{{. ., :�?Yy.+.}4,;..} •�T`,9A;•nM•>••+•f�� i•?• :. #+••/.•S;: :.+u.'+,.': .,,;5 :b:.:.t:•.!:{,.Yt?, ,.5. .:{+:.f ::: }}..!c:.•i,a .,}}:iC.i>.:: .•.: .:•+:l:.,t•: ,#.. :{. ,-.., '•. ti.::•ni !:c.�iu.?• .qs., ',,,_, . ;�. �•n ,{ . ..+fr. }t•: {�. . .}. ., ,p ' , •?L ::5i�v v:.: Y.•1.+:.w •:. v :nen? ��}}A}}A;••/.•:: Y.•: {�::... .Y\...::.i}�:•}}.y::vn.::!:v :i{..C•t}.4.{w :..�:i..x.}...�!.�F,.,S,:?�i::{'J,.,.}4...v:.h.....Y......%J.................:.w .f�.•i�H.{..!: r:if± vt':..y .::'d. ••. Frame ID : S5 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 4 Interior Columns ) Machine: u092 Frame Back Front Plane Grid Grid 14-FL6 H A FIUMEr. ..,}4}}}•N.•::iY!j{.:{..i,:::Y::......w :i.nwwn1!i1^ ;wvYw:?W.:i.2:?: Frame Width 158'-1 Back Girt Proj : 0'-11 1/2 Back Sidewalt Ht : 17'-2 1/2 Back Sw Col Base Elev : 0'-10 1/2 Front Girt Proj : 0'-11 1/2 Front Sidewalt Ht : 17'-2 1/2 Front Sw Col Base Elev : 0'-10 1/2 Total Bldg Width : 160'-0 • Back Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Front Roof Pitch : .25/12 Average Bay Space = 38'-0 Back SW Col: Straight(Hotd Depth= 6.0") Beam Bolts to Back Col Top , Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top Interior Column Spaces(Left to Right) 1 at 31'-0 1 at 28'-9 1 at 37'-3 1 at 38'-0 1 at 25'-0 *1� �y :::<s`::>:>:»>:«> :?"'i> :>:'•is iigiii<yi t?ri: iiii iiifE ?:>::': ii} i :>•.`:%iiii S's::z's iiii 2r> :: E iiiii': <:::iiii 'ii i?" :: ^:i:Pii iii is?� iii:?:: �':??`vi>::%....... .:. {:.: •:::. ..\....1.:... w:}:.:..... .:...:..., . ;; :. �:i�7�i)�' r;ii:�'i?i::5;{•;{;}::}::Y:•::•Y::}Y:::.}:;:;}:•?::??:i{•?i}::?{{�ii:?:1:??:::is�>;%:;?:>.%;::�i;�ii+:t;:isist:;{.,•:::;::':�^i:::}:.:.{;i{}!-}..............................................:............................ OD • • .250: 12 .250: 12 1/13-41-7.-014/1G-1 F--31'-0 /16—•--4+--- 6'-9 /16 7.1 20'-3 38'-0 �/ 8----- 31 25 ' 0 1/118-1, 2 4 5R 6l 7 8_ 11 12 13 i q 1 i l .— �utt�- T1 , ;397 18 19 20 25' 0 --'1 T �� L 31'-0 2B' 9 , 37'-3 + 38' 0 + F 160' 0 Frame Cross Section for Plane FL6 (14) PROJECT: 4485-PriceCostco-Tukwila,WA BUILDING: Optical Facility Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order rNo.. 4485•PriceCoatco-Tuhwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 66 of 104 .;!�+:;•>:�•>rSk:..::!•:r..o-+:;;r: .:i:.:::>x;.s;:::.<i !9 r'•Y'�:;%•'�'!!'�Gi.'•:h:�iC:';:,v,:.5^;i>.: Y�titi:j:r.i�:Y, .gn,!. 0 ..:<,:: {Kl;!': .:(: a?4}�:: ir.�If :�4 S�.`,i i'•i::i'n wry.:r{:: ?•;.,'•Iti :;, ;:ti:itiri .i {<f • ;S;R {>r..;•; •.:o:':,.�.y.;r<.;' !.; `.ti fn / t,?�i S.. �yC,S{ s:k.yy.,•!.•::�;r;Jri.hS::;;i:`::5:�;�.:..... ro r �r` ., a ^L �::.��yi. DESCRIPTION: . Varco-Pruden CONTINUOUS BEAM Frames (Type "CB")are solid -web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOU B AM Frames assume the rafter beam is a fully continuous member, spanning from building eave to building eave, ' i4 to the sidewall columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum,yield strength of 50,000 psi. ............... . >S„ '>:<`:E<z:>:>::;' >r' a3E"si::#:E<`s[<:;oEz:>:ii<:<>s::a3><E:II>::is<:»>z:«::::>`:»:»:::»>:::>:>:»i:>:_:>:? Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 5'-0 1 at 4'-0 1 at 5'-0 2 at 3'-0 9 at 5'-O 2 at 2'-11 1/16 1 at 2'-8 F[lAli+lE<: m%>?':::::'`::`im<;?>> i.#>>':W?#i>g. ..•,.:? `ym:>;><i<'E:i E•.'••.'•>EE:3ss:r<::ii ifQAit)ISE <' Live Load : 20.00 PSF Collateral(Gravity): 8.00 PSF Total Dead Load : 13.04 PSF Purlins/Sheeting : 4.13 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : .91 PSF Wind Load : 80.00 MPH( 17.85 PSF) Total Dead Load :13.04 PSF Collateral(Uptt): .00 PSF Building Code : 94UBC Bldg Use Category :•4• Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 5 1.33 Y 1.00 Dead Weight + 1.00 Wind I) Ridge . 6 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Seismic Right 7 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Seismic Left 8 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 9 1.33 Y 1,00 Dead Weight + .50 Snow + 1.00 Wind 1 Left Nvl C Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tu kwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 67 of 104 21131 . 1 ( 'cal Facilit � Y) ::'f.4:}:i•}1 }'v: i�JJ:: •::4}i}}J::4:: •Jii}:4:•i:;!ti4} :?:x•%�}:Y • iy�����i :•,}y':•:•`.':::�s:LJb:•'+.?:r :�a•:r ••:}:•.:. :.. :. •:4.. :.�+r• ...?. �: •�•r.'L::%i:: •;'�}:<:�.... •�:;i�:}Y}:::z:,'.L: ;v:j$$}}:.............:.:1.4:: :r.•.�:: ...i ::. ter:+}O:. F.}i}:::....J:4}i'i.4::?'C�'i.?:�}ii:i4i::�Y'.:..n.:::::::...v?•}::n ..}. /}?:':i:^: n. ..LLL: }: v.4: r: :: 1v};::..:.:::.... %�.4n:, r �: /•iri. 4}Tr. �... �}{}:}•'•.:.'{ ..... r.., .:.r. ,.: :. � •:;.•;.};•}i:d::?•JiJ:;:?•:L;!4:n:LL•i:? •i:?{.:.i}i,:.:S:•}.... n..:..: ?.?%:%,; •. }:LL•: +i.n x+•n•{.•.::..........:.....::..L•::::::: �?::?•. � n. .:.:.. v �:: ..EiiD�tf�aA7 ..................:.: i•.:•.::.......................:...,..,,.n.......... 4... r..,i'+.•: r}�.: :v::?•}:?.::.... f 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Ridge 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Right 12 1.33 Y 1.00 Dead Weight + 1.00 Collat Gray + 1.00 Snow + .50 Wind 1 Left 13 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind H Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise 1 Frm Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Oist Vert Horz Code Type Combinations S5 2042 Horz PtLd .00 9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Right 6 S5 2042 Horz PtLd .00 -9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Left 7 S5 2042 Horz PtLd .00 6.90 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Right 3, 8,11 S5 2042 Horz Ptld .00 -4.30 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Left 4, 9,12 S5 2045 Vert PtLd -1.22 .00 0. Out Flang V .00 .00 .00 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2045 Vert PtLd -.25 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2045 Vert PtLd -.13 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.45 .00 0. Out Ftang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.40 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.35 .00 0. Out Ftang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, 1 S5 2046 Vert PtLd -.31 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2. 3, 4. 5. 6. 7. 8. 9,10,11;12;13 S5 2046 Vert PtLd -.24 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.21 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.19 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2046 Vert PtLd -.16 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4, 5, 9,10,11,12,13 6, 7, 8, S5 2047 Horz Ptld .00 9.40 0. Mbr Ctrin V 24.01 .00 24.00 No Seismic Right 6 S5 2047 Horz PtLd .00 -9.40 0. Mbr Ctrin V 24.01 .00 24.00 No Seismic Left 7 S5 2047 Horz PtLd .00 4.30 0. Mbr Ctrin V 24.01 .00 24.00 No Wind 1 Right 3, 8,11 S5 2047 Horz PtLd .00 -6.90 0. Mbr Ctrin - V 24.01 • .00 24.00 No Wind 1 Left 4, 9,12 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2042 31.01 RafterBm .00 17.21 31.00 17.85 2045 17.00 RafterBm 80.00 18.87 97.00 18.52 2046 38.01 Rafterem 97.00 18.52 135.00 17.73 2047 25.01 RafterBm 135.00 17.73 160.00 17.21 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S5 2042 Vert Unif .00 • 9.20 -1,63 .00 No Snow 2, 8, 9,10,11,12,13 S5 2045 Vert Unif 12.60 17.00 -.12 -.12 No Snow 2, 8, 9,10,11,12,13 S5 2045 Vert Unif 12.60 17.00 -.03 -.03 No Snow 2, 8, 9,10,11,12,13 Varco-Pruden Buildings A United Dominion Company S5 2045 S5 2046 S5 2046 S5 2046 S5 2047 PRIMARY FRAME DJMGN DATA (1',ojrct Name: 4485-PriceCostco-Tukwila,WA) (VI' Quote No.: TQ960918191317) (VP Order No.: ) Vert Unif 2.20 12.60 Vert Unif .00 26.10 Vert Unif .00 26.10 Vert Unif 26.10 36.50 Vert Unif 15.79 24.99 Segment Segment No. Length -Ft. 2042 31.01 2045 17.00 2046 38.01 2047 25.01 .00 -.12 -.03 -.40 .00 -.40 -.12 -.03 .00 -1.63 No No No No No Snow Snow Snow Snow Snow Se(lmrait Start X/Y End X/Y Tylu: Coord-Ft. Coord-Ft. RafterfPn .00 17.21 31.00 17.85 Raf tr:rN 80.00 18.87 97.00 18.52 Rafterlrn 97.00 18.52 135.00 17.73 RafterRn 135.00 17.73 160.00 17.21 KAMEN DATE: 09/19/96 TIME: 23:18 PAGE: 68 of 104 [2113,11 (Optical Facility) 2, t 41;!1,12,13 2, 8, 9,10,11,12,13 2, 8, 9,10,11,12,13 2, 8, 9,10,11,12,13 2, 8, 9,10,11,12,13 MEM FLANGE WIDTH THK 1 6.00 .1875 2 6.00 .3125 3 6.00 .3125 4 6.00 .2500 5 6.00 .2500 6 6.00 .1875 7 6.00 .3125 8 6.00 .3125 9 6.00 .2500 10 7.00 .5000 11 7.00 .5000 12 6.00 .2500 13 6.00 .5000 14 6.00 .5000 15 6.00 .1875 16 6.00 .1875 17 7.00 .1875 18 7.00 .1875 19 7.00 .1875 20 7.00 .1875 WEB THK .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES End1 End2 (rT) (LBS) Fy Fy Jt1 Jt2 THICKNESS REF. SHAPE 6.00 6.00 16.145 222.65 46.0 46.0 Base Plt 19.84 22.00 9.098 240.44 50.0 50.0 Knee 22.00 22.00 10.000 267.97 50.0 50.0 Shop Spl 22.00 27.00 11.528 297.93 50.0 50.0 Bolt Plt 27.00 12.00 8.178 185.73 50.0 50.0 Shop Spl 12.00 12.00 10.000 153.13 50.0 50.0 Shop Spl 12.00 26.00 10.579 263.65 50.0 50.0 Bolt Plt 26.00 12.00 9.676 241.20 50.0 50.0 Shop Spl 12.00 12.00 9.999 178.44 50.0 50.0 Shop Spl 12.00 34.00 16.438 633.49 50.0 50.0 Bolt Pit 34.00 12.00 10.566 408.62 50.0 50.0 Shop Spl 12.00 12.00 20.000 357.29 50.0 50.0 Bolt Plt 12.00 25.00 7.426 240.08 50.0 50.0 Bolt Plt 25.00 12.00 10.53 341.54 50.0 50.0 Shop Spl 12.00 12.00 14.046 216.89 50.0 50.0 Shop Spl 6.00 6.00 1(..1.5 227.39 46.0 46.0 Base Plt 7.00 7.00 1:•.0:18 263.34 46.0 46.0 Base Plt 7.00 7.00 16.146 275.78 46.0 46.0 Base Plt 7.00 7.00 15.507 266.22 46.0 46.0 Base Plt 7.00 7.00 1..501 264.75 46.0 46.0 Base Pit Ottibiat xrrars $UMMA: Mbr Jt X-Suppt Y-Suppt Mount X-Disp No. No. (0=Pin,1=Fix) (in.) Knee Shop Spl Bolt Plt Shop Spl Shop Spl Bolt Plt Shop Spl Shop Spl Bolt Plt Shop Spl Bolt Plt Bolt Pit Shop Spl Shop Spl Knee Knee Bolt Plt Bolt Plt Bolt Plt Bolt Plt 0 0 J T6.0X6.0X.1875 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 3 -Plate 0 0 T6.0X6.0X.1875 0 0 T7.0X7.0X.1875 0 0 T7.0X7.0X.1875 0 0 T7.0X7.0X.1875 0 0 T7.0X7.0X.1875 Y-Disp Rotatn (in.) (rad.) 1 1 1 1 9 2 1 0 16 1 1 1 17 1 1 1 18 1 1 1 19 1 1 1 20 1 1 1 r:k.`i."iii:i;•i�:;>ii:ty}<?:<�iii:•'�i`Jiii:+::i:+riiii:24iiiiii::iYvii i:`v`iii$i:vi:::ii:ii::'riiii::'ri{ttvii i:i?y:iiF i' +:i} i:yi`viiii''ri:}:iiijiii}:r:viii:+:;ii.`tii:i;:;:ui:j;:j;:jC:thiiiiiir�:,+^i:;iii ;yiiiii:i`v�ii:; ;: :i�iE1ti18Eit:'3EELEA5F5 ��:'•.`:;:::i:<.:� �s>;::<:::::::::::::::<::<:::^,:.:.:]:.;.•.,]>]>:r:•:<.i>:•::•]:<.:.:>:<:...:.:...:... . ,. ]:•>]:•]]i:L'4:L:;Xii]:�•X+•:�:•i ilv:'+.:i::;'i•ii]::i i]iiiiiii:0ii:i].]i:•i:•i'iiviii::::tiY,.;:i:ry]iiii:•:i'tii:•i.{f::i:;iii:i <?ii: :v:};iii:j;: Mbr Joint No. No. 0 0 0 0 0 0 0 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 1 2 16 2 srP1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 69 of 104 21131 .) (Optical Fac. . � tX ::.»: i•:::>:•F:: �::: •: ;K:+i: i%^ :•::xri•ti•;:;: -: ;:r.•:ti•.�ii•r:.,,.;,: i. ti::ti:i'.}.:i ?:$f: i?:ry ii:i:Sii '}{:?!...... n. :•.•hr:•:::::ni h ii%:i n ii:{ , .+1 <: �C���;�i� Y- �.: ... ... {.i'Ci.:....i::•v::i::%{::i...y.::ii:::`?.)Y:i::{:::.::.::iSi::ii:itiiii ?,:::ii?:+.. �:: t.:::. ...::. :.i ri:.................................I.i•...........}..4=..#'..�.:..:.............. Mbr Joint No. No. 17 2 18 2 19 2 20 2 i is ...�..v.•.•::.::'.:.ynx•.:::::•is4?;:::::.::v..:i::::ii:vvs:4:::•.:�::�vv:•: v:v.::.: :::::: n: :•i:�iiiiv:vvi?ii'f.::j$'i �iis{!�''Cv%iso;•:ji:{#::ki:ii::ir:v:-L:i::i'iiJii::?':i'{'��;:'eiY.!•.: ...) '11am:�.•���.:...n..t....... ............... .. �:: :•: :.. ,.. ... .. .... v.v,.:.:fSi:.:-i:;:i:.ij!:Qf::t{v:.�l.:.:>:y.i!:i:::.!-;.,•:�ii::.:;;;v:v:4::v::i.•. s: Horizontal Clearance SW Columns : 157'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-6 Vertical Clearance at Front Haunch : 15'-1 13/16 Vertical Clearance at Ridge : 16'-9 1/2 Vertical Clearance at Int Col 1 : 14'-6 7/16 Vertical Clearance at Int Col 2 : 15'-2 15/16 Vertical Clearance at Int Cot 3 : 14'-8 ' Vertical Clearance at Int Col 4 : 14'-7 3/16 , Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. .................. 1>YiEAI+f.StiMMAR1('...:>.::..::.:::::...........:.................................. .. ....... . . .......... . ... ........ .:..... f......:.:. ;•. ;....:.......:..:.:.............:............:.....v :i•::;}:::.:. �: :w:::::: i::: n::::. �::::::•..:L iiT:isi•isi:;y::::}:6'F.^::ii4ii:4:vi:h:•iii?..:i::. LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L .00 16.76 .00 AT .00 FT FROM BACK RAFTER BM 1 D +Cg +L .00 .00 .00 AT 78.80 FT FROM BACK (EXT COL 1 D +Cg +L .00 10.00 .00 AT 157.58 FT FROM BACK INT COL 1 D +Cg +L .00 39.45 .00 AT 29.79 FT FROM BACK INT COL 1 0 +Cg +L .00 39.34 .00 AT 58.54 FT FROM BACK INT COL 1 D +Cg +L .00 55.60 .00 AT 95.79 FT FROM BACK INT COL 1 D +Cg +L .00 43.66 .00 AT 133.79 FT FROM BACK EXT COL 2 D +Cg +S .00 26.18 .00 AT .00 FT FROM BACK RAFTER BM 2 0 +Cg +S .00 .00 .00 AT 78.80 FT FROM BACK EXT COL 2 D +Cg +S .00 17.53 .00 AT 157.58 FT FROM BACK INT COL 2 D +Cg +S .00 46.32 .00 AT 29.79 FT FROM BACK INT COL 2 D +Cg +S .00 44.65 .00 AT 58.54 FT FROM BACK INT COL 2 D +Cg +S .00 69.82 .00 AT 95.79 FT FROM BACK INT COL 2 0 +Cg +S .00 54.51 .00 AT 133.79 FT FROM BACK EXT COL 3 D +W1> .00 -3.44 .00 AT .00 FT FROM BACK RAFTER BM 3 0 041> ' 11.00 .00 .00 -AT 78.80 FT FROM BACK• EXT COL 3 D +W1> .00 -2.51 .00 AT 157.58 FT FROM BACK INT COL 3 0 +W1> .00 -9.16 .00 AT 29.79 FT FROM BACK INT COL 3 D +W1> .00 -8.69 .00 AT 58.54 FT FROM BACK INT COL 3 0 +W1> .00 -8.89 .00 AT 95.79 FT FROM BACK INT COL 3 D +W1> .00 -8.77 .00 AT 133.79 FT FROM BACK EXT COL 4 0 +<W1 .00 -3.72 .00 AT .00 FT FROM BACK RAFTER BM 4 D +<W1 11.40 .00 .00 AT 78.80 FT FROM BACK EXT COL 4 D +<W1 .00 -2.29 .00 AT 157.58 FT FROM BACK INT COL 4 D +<W1 .00 -9.17 .00 AT 29.79 FT FROM BACK INT COL 4 0 +<W1 .00 -8.69 .00 AT 58.54 FT FROM BACK INT COL 4 0 +<W1 .00 -8.81 .00 AT 95.79 FT FROM BACK INT COL 4 0 +<W1 .00 -8.78 .00 AT 133.79 FT FROM BACK EXT COL 5 0 +WP .00 -3.60 .00 AT .00 FT FROM BACK RAFTER BM 5 D +WP .20 .00 .00 AT 78.80 FT FROM BACK Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: TIME: PAGE: 12113,11 (Optical 09/19/96 23:18 70 of 104 Facility) .......................................................:...,.:.:�:.:.:.:.:::. �::. �::::::::.,•:: .: .::::::: .:: ..:: •. .:: .:. .: •:::: .: +J:•J+, �JJ�J�..; �::�: 0.100010S0 ,\ ...J: +v.v::: ,?v. vJ.:...::.. v•:: •' .v; .,v,.t.J• .v\»:: +: •. \ n{•.., {v..K .{.?•n. .........,,.; t•JJ: ia'•JJ:v'?•JNJ:i•:? ..:4'v.. i{::+•.v...? ...:J••,•.\:.�t.. nF •,.... ...... .r.?,..,,...5.•:::::.::::::::?:::.:•:::a{{::r.YdJ>':?::•;JJJ>::v::::^::::>s�•:::;,.•:;{,,>.:,••.. .\.,.. fi11C�1!>3i� LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 5 D +WP .00 -2.42 .00 AT 157.58 FT FROM BACK INT COL 5 D +WP .00 -9.19 .00 AT 29.79 FT FROM BACK INT COL 5 D +WP .00 -8.64 .00 AT 58.54 FT FROM BACK INT COL 5 0 +WP .00 -8.82 .00 AT 95.79 FT FROM BACK INT COL 5 D +WP .00 -8.79 .00 AT 133.79 FT FROM BACK EXT COL 6 D +Cg +E> .00 6.96 .00 AT .00 FT FROM BACK RAFTER BM 6 D +Cg +E) -31.57 .00 .00 AT 78.80 FT FROM BACK EXT COL 6 D +Cg +E> .00 3.60 .00 AT 157.58 FT FROM BACK INT COL 6 D +Cg +E) .00 15.44 .00 AT 29.79 FT FROM BACK INT COL 6 D +Cg +E> .00 15.69 .00 AT 58.54 FT FROM BACK INT COL 6 D +Cg +E> .00 23.55 .00 AT 95.79 FT FROM BACK INT COL 6 D +Cg +E> .00 17.70 .00 AT 133.79 FT FROM BACK EXT COL 7 D +Cg +<E .00 6.43 .00•AT .00 FT FROM BACK RAFTER BM 7 72 +Cg +<E 31.57 .00 .00 AT 78.80 FT FROM BACK EXT COL 7 0 +Cg +<E .00 4.12 .00 AT 157.58 FT FROM BACK INT COL 7 D +Cg +<E .00 15.43 .00 AT 29.79 FT FROM BACK INT COL 7 D +Cg +<E .00 15.60 .00 AT 58.54 FT FROM BACK INT COL 7 D +Cg +(E .00 24.05 .00 AT 95.79 FT FROM BACK INT COL 7 D +Cg +<E .00 17.83 .00 AT 133.79 FT FROM BACK EXT COL 8 D +S +W1> .00 6.31 .00 AT .00 FT FROM BACK RAFTER BM 8 0 +S +W1> -11.00 .00 .00 AT 78.80 FT FROM BACK EXT COL 8 D +S +W1) .00 4.32 .00 AT 157.58 FT FROM BACK INT COL 8 D +S +W1> .00 6.28 .00 AT 29.79 FT FROM BACK INT COL 8 D +S +W1> .00 5.81 .00 AT 58.54 FT FROM BACK INT COL 8 D +S +W1) .00 14.12 .00 AT 95.79 FT FROM BACK INT COL 8 D +S +W1> .00 9.60 .00 AT 133.79 FT FROM BACK EXT COL 9 D +S +<W1 .00 6.03 .00 AT .00 FT FROM BACK RAFTER BM 9 0 +S +<W1 11.40 .00 .00 AT 78.80 FT FROM BACK EXT COL 9 D +S +<W1 .00 4.54 .00 AT 157.58 FT FROM BACK INT COL 9 D +S +<W1 .00 6.28 .00 AT 29.79 FT FROM BACK INT COL 9 O +S +<W1 .00 5.80 .00 AT 58.54 FT FROM BACK INT COL 9 D +S +<W1 .00 14.20 .00 AT 95.79 FT FROM BACK INT COL 9 D +S +<W1 .00 9.59 .00 AT 133.79 FT FROM BACK EXT COL 10 D +S +WP .00 6.14 .00 AT .00 FT FROM BACK RAFTER BM 10 0 +S +WP .20 .00 .00 AT 78.80 FT FROM BACK EXT COL 10 0 •LI :WR .00 4.41 .00 AT 157.53 FT FROM BACK INT COL 10 D +S +WP .00 6.26 .00 AT 29.79 FT FROM BACK INT COL 10 0 +S +WP .00 5.86 .00 AT 58.54 FT FROM BACK INT COL 10 D +S +WP .00 14.19 .00 AT 95.79 FT FROM BACK INT COL 10 D +S +WP .00 9.58 .00 AT 133.79 FT FROM BACK EXT COL 11 0 +Cg +S +W1> .00 23.13 .00 AT .00 FT FROM BACK RAFTER BM 11 D +Cg +S +W1> -5.50 .00 .00 AT 78.80 FT FROM BACK EXT COL 11 0 +Cg +S +W1> .00 15.57 .00 AT 157.58 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 38.83 .00 AT 29.79 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 37.22 .00 AT 58.54 FT FROM BACK INT COL 11 0 +Cg +S +W1> .00 59.83 .00 AT 95.79 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 46.42 .00 AT 133.79 FT FROM BACK EXT COL 12 0 +Cg +S +<W1 .00 22.99 .00 AT .00 FT FROM BACK RAFTER BM 12 0 +Cg +S +<W1 5.70 .00 .00 AT 78.80 FT FROM BACK EXT COL 12 0 +Cg +S +<W1 .00 15.68 .00 AT 157.58 FT FROM BACK C. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 71 of 104 2113.11 (Optical Facility) LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) INT COL 12 0 +Cg +S +<W1 .00 38.83 .00 AT 29.79 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 37.21 .00 AT 58.54 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 59.88 .00 AT 95.79 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 46.41 .00 AT 133.79 FT FROM BACK EXT COL 13 D +Cg +S +WP .00 23.04 .00 AT .00 FT FROM BACK RAFTER BM 13 D +Cg +S +WP .10 .00 .00 AT 78.80 FT FROM BACK EXT COL 13 D +Cg +S +WP .00 15.62 .00 AT 157.58 FT FROM BACK INT COL 13 D +Cg +S +WP .00 38.82 .00 AT 29.79 FT FROM BACK INT COL 13 D +Cg +S +WP .00 37.24 .00 AT 58.54 FT FROM BACK INT COL 13 D +Cg +S +WP .00 59.87 .00 AT 95.79 FT FROM BACK INT COL 13 0 +Cg +S +WP .00 46.41 .00 AT 133.79 FT FROM BACK S MAY:<»>c<:>>:>::'::;:::;.:;<::»>•;::<: <;::;::::«::;:;:,;::>::;:::;::: SI' BASE PLATE DATA---- ---ANCHOR BOLT DATA-----jWELDING SEE pE'(Wit-.t N(, 1 H x THK x LENGTH QTY SIZE PATTE Nl•'- EXT COL 8.00 X . 111 .00 EXT COL 8.00 X .5000 X 12.00 (4) 3/4 DIA OS -3 1.AJ fl /4 DIA. A36 OS -3 (S E o a S Fore - ..EXT INT COL 8.00 X .6250 X 1 10 (4) DIA. A36 OS -3 INT COL 8.00. .• 0 X 13.00 (4) 3/4 DIA. • OS -3 /V.1. , 51'665 $ INT COL :.00 X .7500 X 13.00 (4) 3/4 DIA. A36 - OL 8.00 X .7500 X 13.00 (4) 3/4 DIA. A36 OS -3 .:::.................:..:........................... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S •2 1 COL./HAUNCH FLG EX .23 19.217 .1875 X 2.5000 BOTH STD. CK -OK 4 2 INTERMEDIATE SHEAR 8.25 25.276 134.81 3.00 75.83 .1875 X 2.0000 BOTH STD. CK -OK 4 3 BEARING (INT. COL) 10.91 26.229 .2500 X 2.5000 BOTH STD. CK -OK 7 2 BEARING (INT. COL) 9.97 24.550 .2500 X 2.5000 BOTH STD. CK -OK 8 2 INTERMEDIATE SHEAR 6.34 16.748 89.32 3.00 50.24 .3750 X 2.0000 ONE STD. CK -OK 10 2 INTERMEDIATE SHEAR 11.29 25.577 136.41 3.00 76.73 .1875 X 2.0000 BOTH STD. CK -OK 11 2 BEARING (INT. COL) .03 31.703 .3125 X 3.0000 BOTH STD. CK -OK 11 3 INTERMEDIATE SHEAR 5.45 21.017 112.09 3.00 63.05 .1875 X 2.0000 BOTH STD. CK -OK 13 2 INTERMEDIATE SHEAR 5.37 19.667 104.89 3.00 59.00 .1875 X 2.0000 ONE STD. CK -OK 14 2 BEARING (INT. COL) .02 23.234 .3125 X 2.5000 BOTH •OS -3 14 3 INTERMEDIATE SHEAR 5.76' 16.506 • 88.03 3.00 49.52 j .2500 X. 2.5000 ONC STD. CK -OK 15 1 COL./HAUNCH FLG EX 13.57 11.625 I .1875 X 2.5000 BOTH STD. CK -OK BOlfrED•>CoNNECnO, . SUMMAR`t' '> s:::: > >? ?::> :::><:: >«• ::><>» :>>::: <:;? +;>:>:• ::::: <>::>:::::: ::>::::>::::; ::>::. <:<::<:>?:<::'.> :.; :i>>>::>»:::: `' ;;:;::•:,:: MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 7.0 X 0'-11 0/16 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 2 1 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5 "K 55.5 "K 3 2 .5000 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 3 NO EXT 851.1 "K 1047.8 "K 4 1 .5000 X 6.0 X 1'-11 0/16 3/4 " DIA A325 2 NO 3 NO EXT 851.1 "K 1047.8 "K 6 2 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 7 1 .3750 X 6.0 X 1'- i 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 9 2 .5000 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 306.7 "K 403.4 "K 10 1 .5000 X 7.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 306.7 "K 403.4 "K C• .N11 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485•PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) ....... . 81%T : , M»;;::vgi:4,`i^.mb'.N1C LiyrC+J:Nv�:::::: 2113 1 DATE: 09/19/96 TIME: 23:18 PAGE: 72 of 104 'cal F cili .4. :?.:'.:. MBR JT PLATE DATA NO. NO. THK x WIDTH x LENGTH BOLT SIZE BOLT DATA OUTSIDE INSIDE CONNECTION CAPACITY Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE MEM 11 JOINT 2 PLATE TYPE WOULD NOT DESIGN - CHANGED TO AISC PLATE 11 2 1 .7500 7.0 17.000 1 12 1 1 .7500 6.0 17.000 12 2 .5000 X 6.0 X 1'- 1 13 1 .5000 X 6.0 X 1'- 1 15 2 .3750 X 6.0 X 0'- 6 1/ 2 16 2 .3750 X 7.0 X 0'-11 0/16 17 2 .3750 X 8.0 X 1'- 0 0/16 18 2 .3750 X 8.0 X 1'- 0 1/ 2 19 2 .3750 X 8.0 X 1'- 0 1/ 2 20 2 .3750 X 8.0 X 1'- 0 1/ 2 3/4" DIA A325 2 3/4" DIA A325 2 0/16 3/4 " DIA A325 0/16 3/4 " DIA A325 1/2 " DIA A325 1/2 " DIA A325 1/2 " DIA A325 1/2 " DIA A325 1/2 " DIA A325 1/2 " OIA A325 0 0 1 2 0 0 3.00 AISC 878.23 878. .' 0 0 1 2 0 0 1 3.00 AISC 866.57 866.57! 1 NO 1 NO EXT 306.6 "K 306.6 "K 1 NO 1 NO EXT 306.6 "K 306.6 "K 1 NO 1 NO EXT 55.5 "K 55.5 "K 1 NO 1 NO EXT .0 "K .0 "K 1 NO 1 NO EXT .0 "K .0 "K 1 NO 1 NO EXT .0 "K .0 "K 1 NO 1 NO EXT .0 "K .0 "K 1 NO 1, NO EXT .0 "K .0 "K •' I OtIBRAC'dNQLOCATIONtUM, MBR Location 1'-8 5/8 2 Flg Brc?-> FB REQD MBR Location 3'-5 5/8 3 Flg Brc?-> not reqd MBR Location 3'-5 5/8 4 Flg Brc?-> not reqd MBR Location 1'-11 1/4 5 Flg Brc?-> FB REQD MBR Location 3'-9 1/8 6 Flg Brc?-> not reqd MBR Location 3'-9 1/8 7 Flg Brc?-> not reqd MBR Location 3'-2 1/8 8 Flg Brc?-> FB READ MBR Location 3'-6 9 Flg Brc?-> not reqd MBR Location 1'-6 1/8 10 Flg Brc?-> FB REQD MBR Location 4'-0 7/8 11 Flg Brc?•: not read MBR Location 4'-6 12 Fig Brc?-> not reqd MBR Location 4'-6 13 Flg Brc?-> FB REQD MBR Location 2'-0 7/8 14 Flg Brc?-> FB REQD MBR Location 1'-5 7/8 15 Flg Brc?-> not reqd Sei:}�eeee:i't':::� :;:�e{:i:e:�eeei:i}; �:':>:::;:•':.}:�}:�� <:•r?::4::::::y:;�:';:;�:� 4'-7 5/8 7'-6 3/4 not reqd 8'-5 5/8 FB REQD 8'-5 5/8 FB REQD 6'-11 1/4 not reqd 8'-9 1/8 FB REQD 8'-9 1/8 FB REQD 8'-2 1/8 not reqd 8'-6 FB REQD 6'-6 1/8 not reqd 7'-0 7/8 FB REQD 9'-6 not reqd not reqd 11'-6 1/8 not reqd 10'-0 7/8 not regd. 14'-6 FB REQD 7'-0 7/8 not reqd 6'-5 7/8 9'-5 FB REQD not reqd 15'-6 1/8 FB REQD 19'-6 not reqd 12'-4 FB REQD {•i'j^::}'ie::eee;:eee'isi:•.,:eA`�iee'eee:�{eiei:}v;•:ii4jeeeeS:oe::;iic:c<eje{eeeieei iei:i4e:iiie:••::i'4.':::r?:eie:i:^eeee:i:e i•+.i<v'}}r'iti �ie1<ii:::5•:•:•ei:?%�'i pie:{{`+,YvSieii}:::•e.'4:::?:?tip, t .:....:....{... .t.:,v:: /nv.w v:::::: :•: h. tT: xiv:.v: {• •n+m:: {,?.:: {{{.tn;•}::Y.•:: ;nv: i:: {:}+:.t•. �'{• :.:: }:::: x;:: • :w:'^::: v v.:w:::::: v: .�y. •y ■/•��T:. :. .. :::: :::: :{•n4:n •v:}: •: �•: v.:::..::...................................n.t. r:..:::....:...:::n:::::.::.n :::.: nv}: }::::::::::::.�h•::::w: �v{v,v:::.:v: :tvF ecce:%eieeee:•}i:iY.{•:'{•} .}::L:!....:.::i FItA141E..iUE5IGi!�i.)VIEf1i11� 5171�11it/t8�..v4.:::::::::.; J.}:::::w::v.v:?:::::.v:: f •: _:::.v}: nv: •� ::.: n:.:::.� J.:::v::::::::.::::::::::vim::.,.::.:::.n:...................... n.............:.................................:...... FR) M DESiGi .MEMBER SI7M "11'6;4 fit* IinatL::Ctisd•`i iid'11laxltnum:.Cambfied Sfress per•: --- ACTUAL FORCES }}iti':e•:':;ee:i4<9�ee::e>':�:eeee:i4eieeii eeeeee: i:i::i•;e::i A C T U A L------- ALL 0 W A B L E ----STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y 1 STRESS 1---- STRESS or LOAD 1 Sum % 1 % No.Case Depth (kips) (kips)(k-in) (kip-in)lAxial Shear Bnd-x Bnd-yIAxial Shear Bnd-x Bnd-y (Axl+bndl Shear Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, W A) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 73 of 104 .. .. .. ;. Y................v...:.::::.vw:::::.�..::.:.::::::::::..�:.......:. r.:....... .....•...:.::.+Y: •:: :::.:.... r:+tv:......:�:vKi i; rv.t•:u::v.Jw::::::::::::.:.�:..:...........:::.r.r:.,•:Y;. n.i n.•:: H..r,.. :.:t..; ...:.$.:. ' . :j � :. � �:{•Y:•: �:: .:.:.....: .:.�::::,r,•:.v?v: •::•: v: •:.� v:::: +:: i}:':;4:•YY:.� ::.::::::i:•::i:vi':?YiY J:ti�ii%:•^:•Y}:?•'r.: i::Y:. �: Jr... Dffi?GKMBI�FJt•.+�EiMlr�AiEY.....,,:::.: r.::Y: r:::,,,.::::.::::.Y:::.Y::Y::...:::..:.:::.•:.:::::.:::.:,::.:.,.:?:.•+: ,:::.:�:.....:.::.::.:>::{..:;:,.<:;:,,.::,:.:.:.Y::.:!rf�!I���?::c>::+:;,{...<:.:x:{;,:<;..�3.:.:::::>:Y�:;•» .v:4:3Y ':•:M.7..; .: r{:t.{.v.... iyi. g: ,.Y,..,fiki;. I�A�ME ESICSN'<.;:,.:>'> .�:.;;,;:.;;;: .:;:.>;Y;�::,::>::>Y:;>:::::.:.:::::::::.:>:<, :;:::::<:::::';:,:;:.,:i� a;;::.>,:. >;:;:<:;::::::<:;>':<•<�•:<:;<>:::>::»:::;:: >>>:<� <::»>»<'>>>�;�'''>><>?»>�»':�>'�s»>:>'•.'•>>>>:' MF}A'® I15IT1VIMAIt �aatrollh�Lo�.C�tesnd:MxxltnUmCataWnedSftess.pet.MetnL�...................:.::.:::::.:::.:.:.:.::::.:•::::::.:.:::;.: --- ACTUAL FORCES ---- I 'A C T U A L---- I--- A L 1. O W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y I STRESS (---- STRESS or LOAD Sum % % No.Case Depth (kips) (kips)(k-in) (kip-in)IAxiat Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y Axl+bnd Shear AT .00 FT 1 2 6.0 -26.2 .0 .0 .0 6.13 .00 .00 .00 19.14 18,40 27.60 27.60 .320 .000 AT 8.87 FT 2 2 22.0 .0 4.0 1258.4 .0 .01 .97 23.32 .00 24.04 6.40 29.50 29.50 .791 .151 AT 3.46 FT 3 2 22.0 .0 -1.0 1320.8 .0 .00 .24 25.62 .00 30.00 6.40 29.50 29.50 .868 .037 AT 10.93 FT 4 2 27.0 .0 -26.1 -1517.3 .0 .00 5.16 24.75 .00 30.00 7,78 26.58 26.58 .931 .663 AT .00 FT 5 2 27.0 -1.9 19.9 -1517.3 .0 .23 3.93 24.75 .00 21.13 4.16 26.58 26.58 .940 .943 AT 6.25 FT 6 2 12.0 .0 -1.5 143.5 .0 .01 .67 8.35 .00 30.00 17.33 28.30 28.30 .295 .039 AT 9.99 FT 7 2 26.0 -.8 -21.2 -1725.6 .0 .09 4.35 25.67 .00 23.42 4.54 29.12 29.12 .885 .957 AT .00 FT 8 2 . 26.0 -1.8 23.1 -1725.6 .0 .21 4.74 25.67 .00 23.42 8.05 29.12 29.12 .889 .589 AT 6.00 FT 9 2 12.0 .0 -.1 520.1 .0 .00 .06 24.51 .00 30.00 17.52 30.00 32.54 .817 .003 AT 17.04 FT 10 2 34.0 -2.6 -34.7 -3799.9 .0 .20 5.45 25.58 .00 25.71 6.70 26.02 37.50 :983 .812 AT .00 FT 11 2 34.0 -2.4 34.7 -3799.9 .0 .18 5.44 25.58 .oq 25.71 6.70 26.04 37.50 .982 .811 AT .00 FT 12 2 12.0 .4 18.3 -622.1 .0 .07 8.12 29.31 .00 30.00 17.52 30.00 32.54 .980 .464 AT 8.05 FT 13 2 25.0 -2.5 -28.1 -2390.7 .0 .24 5.99 26.77 .00 24.98 8.44 27.93 37.50 .958 .710 AT .00 FT 14 2 25.0 -.9 26.0 -2390.7 .0 .08 5.55 26.77 .00 24.98 8.44 28.91 37.50 .926 .658 AT 7.95 FT 15 2 12.0 .0 -.1 428.3 .0 .00 .06 24.94 .00 21.92 17.33 28.30 28.30 .881 .004 AT .00 FT 16 2 6.0 -17.5 .0 .0 .0 4.11 .00 .00 .00 18.59 18.40 27.60 27.60 .221 .000 AT .00 FT 17 2 7.0 -46.3 .0 .0 .0 9.23 .00 .00 .00 19.50 18.40 27.60 27.60 .473 .000 AT .00 FT 18 2 7.0 -44.6 .0 .0 .0 8.89 .00 .00 .00 19.04 18.40 27.60 27.60 .467 .000 AT .00 FT 19 2 7.0 -69.8 .0 .0 .0 13.91 .00 .00 .00 19.22 18.40 27.60 27.60 .724 .000 IAT .00 FT 20 2 7.0 -54.5 .0 .0 .0 10.86 .00 .00 .00 19.53 18.40 27.60 27.60 1 .556 1 -000 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa Cbl Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 .00 6.00 4.27 2.36 2.36 174.0 174.0 174.0 73.7 73.7 73.7 7.93 174.0 3.15 174.0 3.15 1.00 1.00 1.37 1.37 2 8.87 22.00 7.76 8.75 1.20 354.7 60.0 40.6 49.8 53.96 60.0 1.1)? .98 1.00 1.06 3 3.46 22.00 7.76 8.75 1.20 354.7 60.0 60.0 40.6 49.8 49.8 51.56 60.0 1.',➢ 60.0 1.52 .98 1.00 1.06 1.11 4 10.93 27.00 7.97 10.19 1.06 354.7 60.1 34.8 56.5 61.29 60.1 1.41 .89 1.00 1.00 5 .00 27.00 7.97 10.19 1.06 345.6 60.1 33.9 56.5 61.29 60.1 1.41 .89 1.00 1.00 6 6.25 12.00 4.43 4.82 1.24 345.6 60.0 71.7 48.6 17.17 60.0 1.55 .94 1.00 1.00 7 9.99 26.00 8.51 10.14 1.15 345.6 60.1 34.1 52.2 67.23 60.1 1.48 .97 1.00 1.00 8 .00 26.00 8.51 10.14 1.15 243.5 60.1 24.0 52.2 67.23 60.1 1.48 .97 1.00 1.00 9 6.00 12.00 5.16 4.97 1.32 243.5 60.0 49.0 45.4 21.22 60.0 1.61 1.00 1.00 1.00 10 17.04 34.00 13.19 13.84 1.47 204.5 60.2 ' 14.8 40.9. 148.56 96.3.1,82 1.00 1.00 1.00 11 .00 34.00 13.19 13.84 1.47 456.7 60.2 33.0 40.9 148.56 96.3 1,82 1.00 1.00 1.00 12 .00 12.00 5.16 4.97 1.32 456.7 60.0 91.9 45.4 21.22 96.2 1.63 1.00 1.00 1.86 13 8.05 25.00 10.50 10.31 1.31 456.7 60.1 44.3 45.9 89.32 60.1 1.60 1.00 1.00 1.00 14 .00 25.00 10.50 10.31 1.31 282.7 60.1 27.4 45.9 89.32 60.1 1.60 1.00 1.00 1.00 15 7.95 12.00 4.43 4.82 1.24 282.7 35.1 58.6 28.4 17.17 35.1 1.54 .94 1.00 1.00 16 .00 6.00 4.27 2.36 2.36 181.9 181.9 181.9 77.1 77.1 77.1 7.93 181.9 3.17 181.9 3.17 1.00 1.00 1.43 1.43 17 .00 7.00 5.02 2.77 2.77 198.0 185.0 185.0 71.5 66.8 66.8 11.00 185.0 3.61 185.0 3.61 1.00 1.00 1.75 1.75 18 .00 7.00 5.02 2.77 2.77 205.9 193.8 193.8 74.3 69.9 69.9 11.00 193.8 3.62 193.8 3.62 1.00 1.00 1.75 1.75 19 .00 7.00 5.02 2.77 2.77 202.9 187.0 187.0 73.2 67.5 67.5 11.00 187.0 3.61 187.0 3.61 1.00 1.00 1.75 1.75 20 .00 7.00 5.02 2.77 2.77 197.7 186.0 186,0 71.4 67.2 67.2 11.00 186.0 3.61 186.0 3.61 1.00 1.00 1.75 1.75 . 1 )I.KGf1L'' :. TIogJi;.r7 � . „�t f�lilY)lL' >::::::"v:`•:•:l:':: i};.•..ti;::'r ...............4...:::} {:;iStii:y iiii:};i:G :i::i:::tii:j'v`%i:.^.i>.:i'r,Yti:;i i::::}y;S?;.:.: :{;LY•:Y}YY:{{M: "Y:??•Yi. Yi:•Y:L;•:,•{?:. :.: ?:{::: r.•:::.::: ::i:Y:4::•.v::: ?riY}Y::YYY'{ Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) N/71 t-: Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 74 of 104 12113.11 (Optical FaciIity) �::J..:;;>:.,,.:<•,•:.yg:;::t•}:•:•:t.r>.:>},:;,:::.,.. ,.:.. s ; ;�r +. tv. o .,; 5 . c �5a �'•IW�AIV�•�'Z1,;^i)Chir,^i:\F!N++�v+�.'S��lN.�\•.{•: }:'vn, x ].;?.}�tii�%T,J�.!$T).J,j .L����'}$•. $�:Kh�� �Js' o�.6�i66�' :t}. .. Back Sidewall Col. .0 .0 26.2 3.7* .0 Front Sidewall Col. .0 .0 17.5 2.5* .D Int. Col. No. 1 .0 .0 46.3 9.2* .0 Int. Col. No. 2 • '.0 .0 44.6 8.7* .0 Int. Col. No. 3 .0 .0 69.8 8.9* .0 Int. Col. No. 4 .0 .0 54.5 8.8* .0 (* Load Case indicates Stress Increase= 1.33) !{{.}}•:: {,:::. ::..� ..:.iii}i•:^i::'?:{i.};i.:{;}:J:•}:i:n..i'::: }::.; r; v•; •i. 'ti•:J::i i}:v v}:jig:i{}}}+::ii;v}}}}iiii::{• +i:%)::ili}:�f^ii{vj'it'��i i.i: iii:•:;rj" i:ibi:l 1:L4it:}% .vh;i?titi�^:'�{tvi}:i �ii'rt}i}�i:•'i'^?' :...o... ::�}•.:�::,:�..:.{�}}:••:iii.:.............. ..,.t ..fiJ. .a ..t. .>.,.. •`..v.}•{,:•:t::::>.•�::,:::.::.:•::: }::::.,•.,:•: •:::::: .:... ..o.... \ •.. :4.0:•}:•.t.t... Jw.t,..... r r :• .o. •-•: t h::•Rd:...:.:{::}:; �:•:t}i:{:.isi::i:•C::;:}:^:i.:?a}:;t••.:t3}'Jvt<•....n ..n.v :.... ................. .v •:.\ ..\n ..i•... ,•i..4:?::?v.,.... .. ''}V} .J�S� ,.�., t},':v��$�{•t:t•:t?i: $}`;:i•• ��//��yy����yyyy•:,+:t�::..}:::}:::::t:.:.,:{,x::..: a.:::•:::,::::..:>:+:::•>:•:'>:.;:t;:}: n: r:}:i:.,•.::•\•: •:::•}:..... :.,...... :........ ..}.,\ :. ..{ .. t•; }::: v:. n.........i. .,.,4 •.i4<,{.,:.v .. ••}'t:. r, :v. �.:.....:..,:... ,:Tnv.;.y:Ii}: l•.;..: AAt7JC•:)G:iNia�G:171)SA.�Afi�a'�::•�o;:.:;:`,.,;:;}.;•%,; `•i::•?'t;:..,,..,.:.. ,.........................:. ..: � ..... ::.,::..+•::•s.::.. •:::.:.::; Column \- -(----Base-Plate-Data--->- <--- Anchor Bolt Data ---)..____ Description \ Width Length Numb. Dia. Type------ Back Sidewall Col. 8" x 12" /4 A36 Front Sidewall Col. 8" (4) 3/4 A36 Int. Col. No. 1 8" x 1 " (4) 3/4 A36 , Int. Cot. No. 2 x 13" 3/4 A36 Int. Col. No. 8" x 13" (4) A36 Int. • . No. 4 8" x•13" (4) 3/4 A3. (9i-e1.1n1(o IA0S+2t.A-txt011/43S Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 75 of 104 ': I•'• }J:4:y:';{::'?:;;:;}})i}:{•}Y:4>'Ji:4'•J'•>v::{.;•.:Jh:;•::{:ni.vF."vti'{"�FFr .: iLi�;:)i5'::.;F,••>J yti "i;<Jr•>Jr'i> 4y{Y¢•p�4:};:;•>{">'. n'{b •.v _ v,{: _ _ _ _ �:•y / %N ,,,��j.� ki}'•R:e' .,#;:.. S}3.o'{3> <:'k}'',f �' ;##;il •Y��F r`y.<SFF .c{yr:t;: a {• Fr,,'�5�., #;: y,� /J•R`" ;F '� i:.}•,-• :+„ ,. ,, FJL'�k'�5�•{..y 'j# .,J$•k;. .. '' eitti ,:.: r4F:.:F};;.o.} .;:: .),.;E; {.:>.,:.,4.JLf :2•:•::.E..{..,X..;:4,: n:.a::.{>i.•:•.�• : f#;S 64.. .. <: .. :�C•$:•.{•> ! .aY..}$.,....r4.z.,:.;{m xJ ��':S?8: Frame ID : S5 (.Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 4 Interior Columns ) Machine: u092 .::: :.;>i>:•}}::::,•.,..:::;;•:::::.:.:;:.}:•:;<•...•)::;:•}J::J:;;:;F::):::;;;F::F`:::;:::i':::r£:::::::::::::%�::F::F::F:.;FFi::F:::}:::??:;�FF•:5F}:F::iF::::<•::;:F:. .. FitiiA1�IB::D��i1,KGTiON:s%oA�D:Ca�I .: �'IilltJSa:::;::;:>::<,,.}:;.F:.F::•:..:,..::.:,,:....r�a . ... ,.: �.::.....:.: �:..........f::.}.......................:........r..................::):......................... , {• Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind 11 Ridge :::.:.:;i•;•}::.})::>:•;;:;;:•:)::.}::::•:.::::;:)}:.:><•{:<:•;:;)}:}:4:•)):4:•>:•i>:4:•;}:•::•}is4}::4:•;,4:.:::4>)):i4:{{.:.;>)::{:4;:•}:4:}:4:.:i•}:.::.}:i>:J};)'•})}:.4;:);•:.}))•..>,:;.}•.J••.)••::4•{.)...);i.)}•i•;:4>;'•:•.):.•:J•�•:.);.;:{.:;:{:ii.:;:::::):;::.:.)'•;:::::),::.::�;,4:);:);.);: ��j����Y �i �'(�1� (1 �](:;:;;xj,^,::::�):isi:::T:isi;:;:{,}�:•:;?F;:FFFF:4:}iF1{i:F:A �:ti+#}'•iF:•+n: !s. a,:: it : •�:.::'�.,,.: •::>..:.. {•,.:. .. }. . R.{a�iAa,�i�l�sY�i+4Yk:i;it��::li��l�:ij:(::#:,v”i�;�F;F?:i:tii:i`:;:t;F:•'.}.:v#'i:> .+.x.4,4::.;,{„•>�...{.: ),,,::?•: Load Member Joint Case Max Hor Defl = -.06" ( H/3207) 16 2 2 Max Vert Defl Span 1 = .19" ( L/1867 ) 2 2 2 Max Vert Deft Span 2 = .02" ( L/19641 ) 5 2 1 Max Vert Defl Span 3 = .30" ( L/1500 ) 9 2 1 Max Vert Deft Span 4 = .11" (L/4098) 12 2 2 Max Vert Defl Span 5 = .10" ( L/2906 ) 14 2 1 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. �Eikwr::;:l.ir..narn7x-r.+14tL'u.:,xr.v6nn�i.4�rJku>wuYfi+a.xeserar.nwno..w.rw....w.w............ ( :?: N/71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCo:.»,'t.-Tukwila,WA) TQ9609181913r7) %� of:56:h�`:_;�:i:.'o:•':�:tiff«:`fir:Y<:%�:tti`:*i �N�X r... }.�,��ti ?C;��y <`:: •.'•;)�. ;Fi:•_, . .,i:;::•.,:;:::..:>.:.;::� i::`•::;•;sA::$.:%t:;::'::' ;;�::•k `S.a ...ti.:':.r...'3r:i:> Frame ID : S6 ( Stress Check Version 3.1 ) Frame Type: Continuous Beam ( 4 Interior Columns ) Frame Back Front Plane Grid Grid 15-FL7 H A AVM* Witt .............. . Frame Width 158'-I Back Girt Proj : 0'-11 1/2 Front Girt Proj : 0'-11 1/2 Total Bldg Width : 160'-0 Back Sidewall Ht : 17'-2 1/2 Front Sidewalt Ht : 17'-2 1/2 DATE: 09/19/96 TIME: 23:18 PAGE: 76 of 104 7113 1 1 t 'cal Facili Date: 9-18-96 Time:19:10 Machine: u092 Back Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Front Root Pitch : .25/12 Average Bay Space = 37'-9 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col 10,:, Interior Column Spaces(Left to Right) 1 at 31'-0 1 at 28'-9 1 at 37'-3 1 at 25'-0 1 at 38'-0 Back Sw Col Base Elev : 0'-10 1/2 Front Sw Col Base Elev : 0'-10 1/2 'ii 1. ...,.:.. ,....... : <`?ti. �2?:::;:;:;11;1;;;1;;>::>:::::;:?;;1 111:::;:;:ti:::?:<j<<; '�:;:';' •;>:;;::;i::;:;:::;::•;•:»:�::::::i%:isy^::t;k:kY:::::;.':::::>:: r:i:..f: ;iS:t»>:M1 11.'•11:::?>:<>::>: ::tkit 11.11. ,,1..1..11....:.. .250: 12 1/11541-7'- �----231'-0 �/16 4=j--- �/]6 7-1 20'8301d/i.. . 1.1 7 31'-0 I 28' 9 8 .2501 38'-01V ..---113{ 14 10 1/11A' -"'I g 1 37'-3+»';µ 38' 0 160'-0 0 25'-0-.{ Frame Cross Section for P3wie FL7 (15) PROJECT: 4485-PriceCostco-Tukwila,WA UUILOING: Optical Facility T Zi; 6; 1 t vm Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: TIME: PAGE: 2113 1 ical )/96 2 r3 �,y..�,Y�.,,�{2$'� 7` •if 104 X�1DDE4If3N $t3MMARY.:•.•:<a<::::::�:>:;:sa:;::>•':<€:s:#>s?:<::?rr�'>::`:�i`:::::::i<:::<�:%::':.•;•`::;�;> •. .. :.s:<z:�;>:':..>.. ....<•: }:Yg::;,::.::#;::s.t.;::, DESCRIPTION: Varco-Pruden CONTINUOUS BEAM Frames (Type "CB")are solid -web framing consisting of tapered or uniform rafte:- rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more unifo- depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Constructio- ANALYSIS: The boundary conditions established for CONTINUOUS BEAMFramesassume the rafter beam is a fully continuous ober, spanning from building eave to building eave, •beeped to the sidewall columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions tyn;r_alty will be of material based on the requirements of ASTM A572, and have a minimum yield strength of 50,000 psi. PRAM''ii�XlSlii'; Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 3'-0 2 at 5'-0 9 at 5'-0 1 at 4'-0 1 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Live Load : 20.00 PSF Collateral(Gravity): 8.00 PSF Total Dead Load : 13.10 PSF Purlins/Sheeting : 4.13 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : .97 PSF Wind Load : 80.00 MPH( 17.85 PSF) Total Dead Load :13.10 PSF Collateral(Uplt): .00 PSF Building Code : 94UBC Exposure Factor : C Enclosure Factor: Enclosed Load Stress Design Case Factor Case Bldg Use Category : 4 Seismic Zone : 3 Load Combinations 1 1.00 Y 2 1.00 Y 3 1.33 Y 4 1.33 Y 5 1.33 Y 6 1.33 Y 7 1.33 Y 8 1.33 Y 9 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Wind 1 Right 1.00 Dead Weight + 1.00 Wind 1 Left 1.00 Dead Weight + 1.00 Wind II Ridge 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + .50 Snow 1.00 Dead Weight + .50 Snow + 1.00 Live + 1.00 Snow + 1.00 Seismic Right + 1.00 Seismic Left + 1.00 Wind 1 Right + 1.00 Wind 1 Left Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 78 of 104 2113 1 •cal Facili ; ; ......,: ;:;;: ... • • .•.:. •x;:s.. Kt:: ` ;':` •':w ;<;i, `: ,•:'`>c::•'s's<f »:r :5>:# :::;:c>;t:`:?:' :<;:4;�t2<k: w°>•'•` <$?^ ,cr ;•r>i::`; E y<i> `<` <: b ��{{'g •;• .wx`z�` ;:xsf: °•': S �;5..,xr::;:aok>. z;y::;>:::;.;:............ v?t .... +: fif:. n• 2 ... .�;>: ,., ��;1�:>::?:;..u:\i;. �<,<,::�:i:':S>:g,:;.< 10 11 12 13 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind I) Ridge 1.33 Y 1.00 Dead Weight + 1.00 Collet Gray + 1.00 Snow + .50 Wind 1 Right 1.33 Y 1.00 Dead Weight + 1.00 Collet Gray + 1.00 Snow + .50 Wind 1 left 1.33 Y 1.00 Dead Weight + 1.00 Collat Gray + 1.00 Snow + .50 Wind (I Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise.) Frm Segmt Load Vertld HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S6 2050 Horz PtLd .00 9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Right 6 S6 2050 Horz PtLd .00 -9.40 0. Mbr Ctrin V 1.00 .00 1.00 No Seismic Left 7 S6 2050 Horz PtLd .00 6.90 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Right 3, 8,11 S6 2050 Horz PtLd .00 -4.30 0. Mbr Ctrin V 1.00 .00 1.00 No Wind 1 Left 4, 9,12 S6 2053 Vert Ptld -1.21 .00 0. Out Flang V .00 .00 .00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2053 Vert PtLd -.39 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 6, 7,' 8, 9,10,11,12,13 S6 2053 Vert PtLd -.50 .00 0. Out Flang V 14.00 .00 14.00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert PtLd -.70 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert PtLd -.62 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert PtLd -.55 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert PtLd -.47 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1. 2. 3. 4. 5. 6. 7. 8. 9,10,11,12;13 • S6 2054 Vert PtLd -.89 .00 0. Out Flang V 27.50 .00 27.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert Ptld -.79 .00 0. Out Flang V 19.50 .00 19.49 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert Ptld -.69 .00 0. Out Flang V 12.33 .00 12.33 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2054 Vert PtLd -.61 .00 0. Out Flang V 5.08 .00 5.08 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 S6 2055 Horz PtLd .00 9.40 0. Mbr Ctrin V 24.01 .00 24.00 No Seismic Right 6 S6 2055 Horz PtLd .00 -9.40 0. Mbr Ctrin V 24.01 .00 24.00 No Seismic left 7 S6 2055 Horz PtLd .00 4.30 0. Mbr Ctrin V 24.01 .00 24.00 No Wind 1 Right 3, 8,11 S6 2055 Horz PtLd .00 -6.90 0. Mbr Ctrl; V 24.01 .00 24.00 No Wind 1 Left 4, 9,12 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2050 31.01 RafterBm .00 17.21 31.00 17.85 2053 17.00 RafterBm 80.00 18.87 97.00 18.52 2054 38.01 RafterBm 97.00 18.52 135.00 17.73 -- 2055 25.01 RafterBm 135.00 17.73 160.00 17.21 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S6 2050 Vert Unif 21.00 31.01 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S6 2050 Vert Unif .00 1.50 -.04 -.04 No Snow 2, 8, 9,10,11,12,13 S6 2050 Vert Unif .00 9.20 -.82 .00 No Snow 2, 8, 9,10,11,12,13 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 79 of 104 2113,11 (Optical Facility) S6 :2051 Vert Unif .00 28.76 -.02 -.02 No Snow 2, t $9' ;11,12,13 S6 2052 Vert Unif .00 20.24 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S6 2053 .Vert Unif .00 17.00 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S6 2053 Vert Unif 12.60 17.00 -.13 -.13 No Snow 2, 8, 9,10,11,12,13 S6 2053 Vert Unif 12.60 17.00 -.22 -.22 No Snow 2, 8, 9,10,11,12,13 S6 2053 Vert Unif 2.20 12.60 .00 -.93 No Snow 2, 8, 9,10,11,12,13 S6 2054 Vert Unif .00 38.01 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 S6 2054 Vert Unif .00 26.10 -.13 -.13 No Snow 2, 8, 9,10,11,12,13 S6 2054 Vert Unif .00 26.10 -.22 -.22 No Snow 2, 8, 9,10,11,12,13 S6 :'c;`:: Vert Unif 26.10 36.50 -.93 .00 No Snow 2, 8, 9,10,11,12,13 S6 2055 Vert Unif 15.79 24.99 .00 -.94 No Snow 2, 8, 9,10,11,12,13 S6 2055 Vert Unif 23.49 24.99 .00 -.11 No Snow 2, 8, 9,10,11,12,13 S6 2055 Vert Unif .00 .99 -.02 -.02 No Snow 2, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2050 31.01 RafterBm .00 17.21 31.00 17.85 2051 28.76 RafterBm 31.00 17.85 59.75 18.45 2052 20.25 RafterBm 59.75 18.45 80.00 18.87 2053 17.00 RafterBm 80.00 18.87 97.00 18.52 2054 38.01 RafterBm 97.00 18.52 135.00 17.73 2055 25.01 RafterBm 135.00 17.73 160.00 17.21 tiaNitgitiVagONI%• '`:''.l>>>s£tE> <> > ' i i i 3 ?E':> iiiiiiMIN'' ?"3> > > <g> ' `• i >< `3 <' > >' ' <': giiii 'i < » s> <': igii:? <'` iMigi <» r? <? MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. _WIDTH 1 6.00 .1875 .1875 6.00 6.00 16.145 223.86 46.0 46.0 Base Plt Knee 0 0 ¶6.0X6:0X.1875 2 6.00 .3125 .1875 17.84 19.00 9.098 225.99 50.0 50.0 Knee Shop Spl 0 0 3 -Plate 3 6.00 .3125 .1875 19.00 19.00 10.000 248.83 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 4 6.00 .3125 .1875 19.00 24.00 11.534 305.44 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 5 6.00 .3125 .1875 24.00 12.00 8.173 198.55 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 6 6.00 .1875 .1875 12.00 12.00 10.000 153.12 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 7 6.00 .3125 .1875 12.00 22.00 10.586 250.12 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 8 6.00 .3125 .1875 22.00 12.00 9.669 228.47 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 9 6.00 .2500 .1875 12.00 12.00 9.999 178.44 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 10 7.00 .5000 .2500 12.00 34.00 16.438 713.82 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 11 7.00 .5000 .2500 34.00 20.00 10.566 495.15 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 12 6.00 .2500 .1875 20.00 20.00 20.000 459.37 50.0 50.0 Bolt Pit Bolt Pit 0 0.3 -Plate 13 6.00 .5000 .2500 20.00 23.00 7.423 287.35 50.0 50.0 Bolt Pit Shop Sp( 0 0 3 -Elate 14 6.00 .5000 .2500 23.00 12.00 10.586 374.14 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 15 6.00 .1875 .1875 12.00 12.00 14.046 216.89 50.0 50.0 Shop Spl Knee 0 0 3 -Plate 16 6.00 .1875 .1875 6.00 6.00 16.145 227.39 46.0 46.0 Base Plt Knee 0 0 T6.0X6.0X.1875 17 7.00 .1875 .1875 7.00 7.00 15.668 267.61 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.0X.1875 18 7.00 .1875 .1875 7.00 7.00 16.460 281.14 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.0X.1875 19 7.00 .1875 .1875 7.00 7.00 15.547 265.55 46.0 46.0 Base Plt Bolt Plt 0 0 77.0X7.0X.1875 20 7.00 .1875 .1875 7.00 7.00 15.658 267.43 46.0 46.0 Base Plt Bolt Plt 0 0 T7.0X7.0X.1875 ? fftll !QtNtit ...'C4I tiogS9t iii i1 'i;i i>'i>'» i >iT' is i >' ;s > '<> > i'# # '"> #s' >`:<<> ': isi « > ?<ii > [ » >;> s< > > i zz`' » < `:'» Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 9 2 1 0 0 .0000 .0000 .0000 16 1 1 1 0 .0000 .0000 .0000 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DE; .GN DATA (Proje'et Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 80 of 104 [2113.11 (Optical Facility) :..v::::::: v:.:v:.w::::.,�w::::::.::•::::: •:.vvn �.vn':J�: rv:: v:{;;: ?: p::: ny{?: •}•:; ...:.}v:: w•:: rv;•:? J":•:L.}:'•}}' J}:'?S}}:v'J'C; :?.}:{.}:+•. ':{}r ... . ... ;: :J:L:•i})%v'Nri•Y}yvy?:,}• \+;{J}:?:.J}}i}}'JI•ii.' •. { ..:.:.+r....:...:......n.. iii ..; .. •..:..... ........ . .. :?•`:?!J:+}:•{}::•'..}:•Y}::.:: {: }.!?+�•.4::.}.v:?r:::.{.:; x :;.}•:.\\.: •±)?:: n•:....;.?v•:.xJ : • i�'v.}:•}}iC •. v+.}J,±:y n.,.vv.+•.+.!gii • .;+${'{ • }?',}::vJ?:;.} r',.1i{:.}'::Y:•:J: J: }.,:+,•:...: •:::.•:•+•:!.x?.'•}:;•`.•r...!•{•:•?.:...!flc+?,:.?;.;{.,..S;Y:t:•:.•}.•,...;.3;.`•:}{,: }•. •.kh x:..:j.{;.5.: �,/,...{.; ,.:,cvw. }�yijj �•�y���ryyy�,,��,, (y�����,'��y, �;t•:•}:.�•: ^....�fi::;:•x:^',{{:}}:{^iJ:�:v:+.i::::..,2:.:.:w:j::!F:{inr..�•:,:!.:v:�.}:):::::}::±::?[J?:};;�.;{k;T,.,:::�;::}i�.'.}ti:}.:.....:..............+.}:�/,•:,;:..�{:;:,+.:'i:{:::ri}\.;; .: .. Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,l=Fix) (in.) (in.) (rad.) 17 1 1 1 0 .0000 .0000 .0000 18 1 1 1 0 .0000 .0000 .0000 19 1 1 1 0 .0000 .0000 .0000 20 1 1 1 0 .0000 .0000 .0000 ::;; FRAME:M�MB>✓RRELE.t9�8...............::........,.................. ,........................................:.:..::..:,...:..:.:.:............:..,:,:,,:..:..:::::.:::,..:..:::..:::..,:.:::.:.:.:......:................... Mbr Joint No. No. 1 2 16 2 17 2 18 2 19 2 _ 20 2 , ::3��;?:,`:�S3E�r�?%`'#'R#i%;j�:;;•`•:��'���':�:�C'�'2�%rE•`�'1'?i�%<:��' �t:i%'�>%:`E:�y?'c'.�... j FilA1V1>r CLEARANCES ..............................,.......................................,.............:...... :.. :.....:::.,.:...... Horizontal Clearance SW Columns : 157'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-8 Vertical Clearance at Front Haunch : 15'-1 13/16 Vertical Clearance at Ridge : 16'-9 1/2 Vertical Clearance at Int Col 1 : 14'-9 7/16 Vertical Clearance at Int Col 2 : 15'-6 13/16 I Vertical Clearance at Int Col 3 : 14'-7 3/4 Vertical Clearance at Int Col 4 : 14'-9 1/8 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance,, consult Varco-Pruden for a specific recommendation. :: REA;TIN.SMit4AkY..:::.:.:»::>.:::::::..»:::..:.:..:.i.i.i..;.. .:iling.i:r> iig»inii:«:lig <<.s.}:s.d;>::<:: .>: } :»igi LD CASE LOAD COMBINATION HORIZONTAL VERTICALMOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 0 +Cg +L .00 16.28 .00 AT .00 FT FROM BACK RAFTER BM 1 0 +Cg +L .00 .00 .00 AT 78.80 FT FROM BACK EXT COL 1 D +Cg +L .00 10.29 .00 AT 157.58 FT FROM BACK INT COL 1 D +Cg +L .00 40.39 .00 AT 29.79 FT FROM BACK INT COL 1 0 +Cg +L .00 37.35 .00 AT 58.54 FT FROM BACK INT COL 1 0 +Cg ':L .00 59.25 .00 AT 95.79 FT FROM BACK INT COL 1 0 +Cg +L .00 43.78 .00 AT 133.79 FT FROM BACK EXT COL 2 D +Cg +S .00 22.17 .00 AT .00 FT FROM BACK RAFTER BM 2 0 +Cg +S .00 .00 .00 AT 78.80 FT FROM BACK EXT COL 2 D +Cg +S .00 14.75 .00 AT 157.58 FT FROM BACK INT COL 2 0 +Cg +S .00 47.64 .00 AT 29.79 FT FROM BACK INT COL 2 D +Cg +S .00 42.56 .00 AT 58.54 FT FROM BACK INT COL 2 D +Cg +S .00 82.91 .00 AT 95.79 FT FROM BACK INT COL 2 0 +Cg +S .00 57.93 .00 AT 133.79 FT FROM BACK EXT COL 3 0 +W1> .00 -3.42 .00 AT .00 FT FROM BACK RAFTER BM 3 D +W1> -11.00 .00 .00 AT 78.80 FT FROM BACK EXT COL 3 D +W1> .00 -2.79 .00 AT 157.58 FT FROM BACK INT COL 3 0 +W1> .00 -9.11 .00 AT 29.79 FT FROM BACK INT COL 3 D +W1> .00 -8.80 .00 AT 58.54 FT FROM BACK INT COL 3 0 +W1> .00 -6.23 .00 AT 95.79 FT FROM BACK GN,L'J r:. piv W v'i.+.,ur.... v.✓v.w.-..a i+.v Nvl Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA DATE: 09/19/96 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 81 of 104 (VP Order No.: ) 12113.11 (Optical Facility .. ... .... ... ............................................. ... .v. .: ..: ,.::::::•,•:.:•:::.....,.::.;.....:•::..:•:..v::.,'•:.:•.,�,•.: v.r: .::.,v::::.;:.::<•}':}5:0'5+':::,.., }'.,':.. .{; <•y}; r++'K<<.i+f ••:'}'•} ..: }•:.,<•.:•• ., ::.o- .o- . ,v.:::., st.<.. , .,.,c•}.a :r::d •,<..; ,.; . <,.:: �..,:,, •::.., :.,{ ; �;o-,+ :3:�•`.Y••+,••"tr.. 3� :• +er.:.,:,...r,. ,. .,� tv: �}:: +4:t •t :.�•}. t•.+•. :<o-., . }.. `R.. <,. . �. :..:.<•.•;5}:'::::. K•., •: r5: . n < r.3. o-•. •v2. 's.N.:/:,53;,;V<•: %th4: .. k ..5.:.k.. .,; 4.,.,....k:r ;:.}r»r: k..... •abY ill- , R. 9'{, .,}ti }tti.:} ,• 3}}.}.. •<::i•:`«+v:::::::C<.}5:L!fr.:<•}•:,yi.•:{•C::j•p}:x .: f•.<i .f$'/.. n.4•.v:5:?}::•:•.4'{.i''{{v:.vfn.v�/!��P:. Y..<r :Q.. ,{•:. •..rri5:C3Yf.•3:. f��a :. v4+���: '. r..:...}r., :;i.::. .: ••}::{•. i}}:v3:.A:•?: h::••5.::<v..:.: }3: ,,,%f,•,./..: ^::: �•::: F.}.}:: rv.<:..::.:. ..nt<J K,rif<,: ;.;\..t..t•:$++^'fi8::rr:?4}:..n....................................:..:::. u.:,v,.:<},i<... Nh,....{�........:.... LO CASE LOAD COWiINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT CDL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL EXT COL RAFTER BM EXT COL INT COL INT COL INT COL INT COL 3 D +W1> 4 0 +(W1 4 D +<W1 4 D +<W1 4 0 +<W1 4 D +<W1 4 0 +<W1 4 D +<W1 5 D +WP 5 D +WP 5 0 +WP 5 D +Wp 5 D +WP 5 D +WP 5 D +WP 6 D +Cg +E> 6 D +Cg +E> 6 D +Cg +E> 6 D +Cg +E> 6 D +Cg +E> 6 0 +Cg +E> 6 0 +Cg +E> 7 0 +Cg +(E 7 D +Cg 4 •: 7 D +Cg +cL 7 D +Cg +(E 7 0 +Cg +<E 7 D +Cg +�1 7 D +Cg + i 8 D +S +W1> 8 D +S +W1> 8 D +S 4W1> 8 D +S +W1> 8 D +S +W1> 8 D +S +141> 8 0 +5 9 D +S +(W1 9 0 +S +<W1 9 D +S +<W1 9 D +S +<W1 9 D +S +<W1 9 D +S +<W1 9 0 +S +<W1 10 D +S +Wp 10 0 +S +WP 10 0 +S +WP 10 0 +S +Wp 10 D +S +41P 10 0 +S +WP 10 0 +S +Wp .00 .00 11.40 .00 .00 .00 .00 .00 .00 .20 .00 .00 .00 .00 .00 .00 - 31.97 .00 .00 .00 .00 .00 .00 31.97 .00 .00 .00 .00 .00 .00 - 11.00 .00 .00 .00 .00 .00 .00 11.40 .00 • .00 .00 .00 .00 .00 .20 .00 .00 .00 .00 .00 -6.91 -3.70 .00 - 2.65 - 9.04 -8.99 -6.00 - 6.88 -3.58 .00 -2.73 -9.10 -8.84 -6.09 -6.92 6.73 .00 3.71 15.86 14.82 26.57 18.60 6.20 .00 4.00 16.05 14.27 27.41 18.88 4.43 .00 2.66 6.73 5.22 21.73 12.68 4.15 .00 2.79 6.80 5.02 21.96 12.71 4.27 .00 2.71 6.74 5.18 21.87 12.67 .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK ,.00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00•AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.80 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 29.79 FT FROM BACK .00 AT 58.54 FT FROM BACK .00 AT 95.79 FT FROM BACK .00 AT 133.79 FT FROM BACK Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriccCostco-Tukwila,WA) TQ960918191317) D/.,'2"E: 09/19/96 TIME: 23:18 PAGE: 82 of 104 2113,11 (OiStical Facility) .................................... ..........:......:.�:.: ••::: • �::::.:::::. v::::. �:.:::::. �::: �::::..,:::::.:.:::.::: �.:::v::. �.::::: +: is r: •::.}• ;: •::.Y:::::.: :.,::.:Y•}'•;:•Y'•Y:�YY:+i•:i ;:.•ii:: ..n... .... r::.... Y.... , ....... .. ,�Y: r:::: nS:.tt l.�. N•::.r :: n+••.�•. F:::ik n.v:: �:: •:` t.. nv� ...... ...... ........ ..:.. ...............v.. .... .. .::::....:..v. .r .,..:.... .}. ....} r.. ..:.,..... ...... .. ... .+ .... rv...v.............. i.. ..Y. ,. ..... v.:•:•:v •Yi'::i•:. Y. r. v..r .... r........ .:'4Yi}: iY:i•YYi �: ....r .. ...rv,:•.: ...;:.:,..•.w:Y::r;4..,:r,.}:.}YY:•Y:,•:.............,•:.........:..........Y........:. r.n.t...r...+`.r... Thin,:.}�.i y.; ii:YY'iin:ti +.•:14::+:iOi4Y:::•YYi:•: :::�:.::. }.,..�.ii.::::.rv•Y::::::::..:.,,i..,.::fi:>..:.::..:.. ::>.,: {r..i•::::•:••::.,::i:•}:..:.:..:.rt;:iuu:3i::r.<.:.:r:.i,.v.,::,.,.:.}.�:.:::... p�:`� � `: W::r.::.v,..::: �.. i.,;. :.:r..: :v{;+rv::r:::: rv:.::::: Y:: ;n•:. :.:. ... ... r....v:..: n: Y}YY'i�Y:{'n. i..v.n.i.... r. m.............n:: {:::.: .v.... .1\EY'l'•-}".'1�l��:::.:.:O;:i.4.:>.•:iyi:OY}}I:i:>.;{.i}nCY:::: :•{•v::::?•r.. �::::::::: ::.:.i.:.::... :.}:::::v: :::::::•::..: n..r.............:....n...\.. n............................... .. ........................ LO CASE LOAD COMBINATION IIORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 11 D +Cg +S +W1> .00 19.19 .00 AT .00 FT FROM BACK RAFTER BM 11 D +Cg +S +W1> -5.50 .00 .00 AT 78.80 FT FROM LACK EXT COL 11 D +Cg +S +141> .00 12.71 .00 AT 157.58 FT FROM BACK INT COL 11 0 +Cg +S +W1> .00 39.99 .00 AT 29.79 FT FROM LACK INT COL 11 D +Cg +S +W1> .00 35.46 .00 AT 58.54 FT FROM BACK INT COL 11 D +Cg +S +W1> .00 72.75 .00 AT 95.79 FT FROM PACK INT COL 11 D +Cg +S +W1> .00 50.11 .00 AT 133.79 FT FR(.» ACK EXT COL 12 D +Cg +S +(W1 .00 19.05 .00 AT .00 FT FRO1'ACK RAFTER BM 12 D +Cg +S +(W1 5.70 .00 .00 AT 78.80 FT FROM BACK EXT COL 12 D +Cg +S +<W1 .00 12.78 .00 AT 157.58 FT FROM BACK INT COL 12 0 +Cg +S +0W1 .00 40.02 .00 AT 29.79 FT FROM RACK INT COL 12 D +Cg +S +<W1 .00 35.36 .00 AT 58.54 FT FROM BACK INT COL 12 D. +Cg +S +<W1 .00 72.86 .00 AT 95.79 FT FROM BACK INT COL 12 D +Cg +S +<W1 .00 50.13 ,.00 AT 133.79 FT FROM BACK EXT COL 13 D +Cg +S +WP .00 19.11 .00 AT .00 FT FR01•S BACK RAFTER BM 13 D +Cg +S +WP .10 .00 .00 AT 78.80 FT FROM BACK EXT COL 13 D +Cg +S +WP .00 12.74 .00 AT 157.58 FT FROM BACK INT COL 13 D +Cg +S +WP .00 39.99 .00 AT 29.79 FT FROM BACK INT COL 13 0 +Cg +S +WP .00 35.44 .00 AT 58.54 FT FROM BACK INT COL 13 0 +Cg +S +WP .00 72.82 .00 AT 95.79 FT FROM BACK INT COL 13 0 +Cg +S +WP .00 50.11 .00 AT 133.79 FT FROM BACK i.:<:YYY:•Y:•::�.:•:Y:;•: Y}>::: :iiii:: i>:� ii�>:.;:i:%}::i:2:iY:ni � .i:Y?�i;i:;z•,;:ig•>:>s:z<:<sY::,. ' ::.:....:.:.:.:..:.::::.:...:.::.::...::::::...:.::..:::.::::::.<:;.Y`YY:•Y:ii•: Y;}YY•YY;;•;::iY:::':::Y::i. .. . ...................Y..................... ...................,..:....:....::.::.......::.:::::.�:.: �# k'Y>:er.•»::::z�:><>:<:<�».Y::c>::>:�>:�:>:;:�>:«::;�><>:�<;�>s<::»:;>•�>::>i:::?:z:»»;<s»»><:�:<s;:<:>::;sY>:.:::�?s;;>;:<i•;Y:•;:•;:::•Y:•}:;i•:Y:•Y::.YY}:•z:.Y;:<:::::.}}:i:.;;:�;;::::.::.::;.:}>:i::<.<:•Y:•};:}::.:YY:.:::�Y:.•YY}YY:::•:.Y;>•;;: �11:T��;1 .:SUMMA . SIDE BASE PLATE DATA ---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATTERN • ` E 1)E1'44t.1A16 EXT COL 8.00 X .5000 X 12.00 (4) 3/4 DIA. A36 S=i (/..)S117.4,c•c.t'.01.3J 1o2.. EXT COL 8.0. 3750 X 12.00 (4) 3/4 OS -3 INT COL 8.00 X .62 r .00 3/4 DIA. A36 OS -3 SE It A-uP INT COL 8.00 X .6250 .%i (4) 3/4 DIA. A36 OS -3 A • e. . 5-, %65. INT COL 8 1 .1000 X 13.0(1 (4) /4 DIA. A36 OS -3 INT • 8.00 X .7500 X 13.00 (4) 3/4 0 . 6 OS -3 5 1 . MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x W1i5IH L - -'S 2 1 COL. /HAUNCH FLG EX • .23 17.215 4 2 INTERMEDIATE SHEAR 9.49 22.715 121.15 3.00 68.14 4 3 BEARING (INT. COL) 10.91 23.104 7 2 BEARING (INT. COL) 9.97 20.785 10 2 INTERMEDIATE SHEAR 11.36 25.665 102.66 3.00 76.99 11 2 BEARING (INT. COL) .03 32.174 11 3 INTERMEDIATE.SHEAR 8.25 21.436 85.74 3.00 64.31 14 2 BEARING (INT. COL) .02 21.352 15 1 COL./HAUNCH FLG EX 13.57 11.625 .1875 X 2.A00 BOTH STO. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .2500 X 2.5000 BOTH STD. CK -OK .2500 X 2.5000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK .3750 X 3.0000 BOTH OS -3 .1875 X 2.0000 BOTH STD. CK -OK .3125 X 2.5000 BOTH OS -3 .1875 X 2.5000 BOTH STD. CK -OK <�:;�i:;�z:>s::>:::: �:z���t>::sE:>:z::»>::»::>::«:>::i::?:>:s>::>!:>:::E:>::<::»>i::>E:::::»::::>::>::�:>::»:::�s:.i.:<: �::>::»>:E:>::>::>�:r:>::>::>s::?>:> s>E:::s::>:<:> :c::<:>+<it:>::':::i:::::::::i::::::>::::::z::>::>::>:::>:::::i:iiiii:z::>::::>::::z:iiii:iii:2i i::ii::ii::ii::i:; '::::::>:ii: i:;:iiFY:;Ciiiiiiii:iiii,: :: R::i::igg'i Bt?C'I'ED::CYfIVNIvC'1`IUN"RY::?:s><>:>:::;<»::s:<?:?<:�'::�c<'::.<.:�i>:::;.....:,.:............................................................................................:::................:::...... MBR JT PLATE DATA BOLT DAT/t NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 1 .3750 X 7.0 X 0'-11 0/16 1 1/2 " DIA A325 1 NO 1 NO 1 EXT .0 "K .0 "K s/71 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 83 of 104 2113.11 (Optical Facility) :...:•rv•nu..:••:. ••:.... ... r . ..... ....... v..: •.+•:.va:.+.v.v�:::; •: .•:•:'r.r!v.v,• {r .v:,:•Y:::::w+.v+. ,v. v•w ..:. ..v..,.•.. xn.,... .. n. .v .. r....., .. ii :•:: •r:: `.:?•:.v:.• .,•..... :.: .. .i r ... :.Y. ...i .... r <: rr4 ,:{xt L.,,r.vp ...L♦ 4}: r+n,•. •:, :Y..{:}: nj•.YiF••5. �:?v� �'•: :.. :. .,dr. v :.C.... ..?.v.,•.L M ..'A :...{. r.:}.::k{.�it•:;'{ii$::; •:i}ii 14•: +:i�'::}•,v{v Fes .{,?.v: .. ... :: �: ::::?�:!•<Y:i?<:::•::::•.vLv�:?.}i.+. :i'•:::.,•r:•v �•}:. :..... r. v.. .. ..., .<.. ,f. :•:G<i�'•'i::'•:,..{::SY:i.::~.:L�Y::.,,,•:.t+•. t��I �. a•.•<•r'.•::,: �:!:.{..:v:�...;oi;::Y;,..:?r:.Irr::t::�•:,:..:.rs.�::?>.:::,....,:,..:,?}:{:i::n:,,,•..�}::::}:::.,.:.:,.7.c.:.................�•:...:......:.......i........;...........:'.:.}:::i:,;:.}. L•f.^:. •4^.•wv0, <:.; .r?,., L.v:r :}. n?v }...n.[r•:' .,,. }., {Y:v:?y,Y{\'12?. �' YI:•T}:.i • �::::Lu,b},�•�e:'�..���..'•.,.?f;:,c,.r'Yt..£,{•,.}}}:.:4:).+•: � MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH • BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 2 1 .3750 X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT 55.5 "K 55.5 "K 3 2 .5000 X 6.0 X 1'- 8 0/16 3/4 " DIA A325 1 NO 3 NO EXT 539.6 "K 884.5 "K 4 1 .5000 X 6.0 X 1'- 8 0/16 3/4 " DIA A325 1 NO 3 NO EXT 539.6 "K 884.5 "K 6 2 .3750 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 7 1 .3750 X 6.0 X 1'- 1 0/16 3/4." DIA A325 1 NO 1 NO EXT 169.3 "K 169.3 "K 9 2 .5000 X 6.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 306.7 "K 403.4 "K 10 1 .5000 X 7.0 X 1'- 1 0/16 3/4 " DIA A325 1 NO 2 NO EXT 306.7 "K 403.4 "K 11 2 .3750 X 7.0 X 1'- 9 0/16 3/4 " DIA A325 4 NO 2 NO EXT 600.9 "K 428.4 "K 12 1 .3750 X 6.0 X 1'- 9 0/16 3/4 " DIA A325 4 NO 2 NO EXT 600.9 "K 428.4 "K 12 2 .3750 X 6.0 X 1'- 9 0/16 3/4 " DIA A325 2 NO 2 NO EXT 428.4 "K 428.4 "K 15 1 .3750 X 6.0 X 1'- 9 0/16 j 3/4 " DIA A325 2 NO 2 NO EXT 428.4 "K 428.4 "K 15 2 .3750,X 6.0 X 0'- 6 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .55.5 "K 55.5 "K 16 2 .3750 X 7.0 X 0'-11 0/16 1/2 " DIA A325 1 NO 1, NO EXT .0 "K .0 "K 17 2 .3750 X 8.0 X 1'- 0 0/16 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 18 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 19 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K 20 2 .3750 X 8.0 X 1'- 0 1/ 2 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K .......................................................................................................................................:...................................:....::...:::r:.. FI.ANGE.14RAiCi1rMTG;Ii:i)HrATfOP1:5it3MMA ......................... gEniKiggiggiEMENINdategl MBR Location 1'-8 5/8 4'-7 5/8 7'-6 3/4 2 Fig Brc?-> FB REQD not reqd not reqd MBR Location 3'-5 5/8 8'-5 5/8 3 Fig Brc?-> not reqd ___ FB REQD • MBR Location 3'-5 5/8 8'-5 5/8 4 Flg Brc?-> not reqd FB REQD MBR Location 1'-11 1/8 6'-11 1/8 5 Flg Brc?-> FB REQD not reqd MBR Location 3'-9 1/8 8'-9 1/8 6 Flg Brc?-> not reqd FB REQD MBR Location 3'-9 1/8 8'-9 1/8 7 Flg Brc?-> not reqd FB REQD MBR Location 3'-2 8'-2 8 Fig Brc?-> FB REQD not reqd MBR Location 3'-6 8'-6 9 Fig Brc?-> not rcqd FB REQD MBR Location 1'-6 1/8 6'-6 1/8 11'-6 1/8 15'-6 1/8 10 Flg Brc?-> F8 REQD not reqd FB REQD FB READ MBR Location 4'-0 7/8 7'-0 7/8 10'-0 7/8 11 Flg Brc?-> not reqd FB REQD not reqd MBR Location 4'-6 9'-6 14'-6 19'-6 12 Flg Brc?-> not reqd not reqd FB REQD not reqd MBR Location 4'-6 13 Flg Brc?-> FB REQD MBR Location 2'-1 7'-1 14 Flg Brc?-> FB REQD not reqd MBR Location 1'-5 7/8 6'-5 7/8 9'-5 12'-4 15 Flg Brc?-> not reqd FB REQD not reqd FB REQD N/1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485•PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 84 of 104 2113.11 (Optical Facility) .. }.. '�:th"•.F:`•F::';2:??�i ;�<;�i:^iiiF:i:i:F:or:?i}y:; :F; ^:F;;�;i:;:; : ,. �x: v •F:+•i:•}Fiiiri?:4:?� :•}:•i:•}}:!•i:v:4}�}:'AFF: iF FFFF: �{^:tiJ;}:;r F•:>i•}i�: .:... ..;•:. :' . n{:: w::::. ?}:<?????'•.... } .. rF?Y FiFF•'•:#?J: r: �:v+.V.{C��. h •. �thME•Dffii�NMEMBEIi�•5[iNA(1�L Y..................:.:::<.}:•;:<•F:;.F}:}}}:>;:.::::::::::}::;,???:::.}:.::.:::.}};?;•}:?;?>??.>:.}F,.:.;:}:?!.}};:}}};?>.>:?<•}:• }:.};::.:}:!.}}::;.:... �::�.... and Maxima n.Comblned Stress. Membe'..: - : .... ...... ... iFItAM£:lOESICPIMEA+®<�R�51tTMMARY�::(Cb•nte+•e)II�.Y.e• •i:£aat. >�...t .. --- ACTUAL FORCES ----I A C T U A L ---- I--- ALL 0 W A B L E---- LOCATION Mbr Ld Axial Shear Mnt-X Mnt-Y I STRESS I---- STRESS or LOAD No.Case Depth (kips) (kips)(k-in) (kip-in)IAxiat Shear Bnd-x Bnd-yIAxial Shear Bnd-x Bnd-y STRESS CONDITIONS Sum 7. Axl+bnd 7. Shear AT .00 FT 1 2 6.0 -22.2 .0 .0 .0 5.19 .00 .00 .00 19.00 18.40 27.60 27.60 .273 .000 AT 8.86 FT 2 2 19.0 -.1 3.8 1146.6 .0 .01 1.06 25.67 .00 24.53 8.66 29.81 29.81 .861 .123 AT 3.46 FT 3 2 19.0 .0 -1.1 1201.4 .0 .00 .32 28.20 .00 30.00 8.66 29.81 29.81 .946 .037 AT 10.93 FT 4 2 24.0 .0 -26.3 -1663.7 .0 .00 5.84 27.51 .00 30.00 8.64 28.58 30.00 .963 .676 AT .00 FT 5 2 24.0 -1.7 21.0 -1663.7 .0 .21 4.67 27.51 .00 23.72 5.35 29.30 29.30 .946 .874 AT 6.25 FT 6 2 12.0 .0 -.5 190.5 .0 .00 .22 11.09 .00 30.00 17.33 28.30 28.30 .392 .013 AT 9.99 FT 7 2 22.0 -.4 -20.3 -1518.7 .0 .05 4.91 28.14 .00 24.03 6.40 29.50 29.50 .956 .768 AT .00 FT 8 2 22.0 -1.4 22.0 -1518.7 .0 .17 5.32 28.14 .00 24.03 6.40 29.50 29.50 .960 .832 AT 3.50 F( 9 2 12.0 .0 2.2 478.7 .0 .01 .98 23.71 .00 24.51 17.52 30.00 32.54 .791 .056 AT 17.04 FT 10 2 34.0 -3.0 -40.3 -4471.4 .0 .20 4.74 28.02 .00 25.28 8.22 28.46 37.50 .991 .577 AT .00 FT 11 2 34.0 -1.6 42.2 -4471.4 .0 .10 4.97 28.02 .09 25.28 8.22 28.46 37.50 .988 .604 AT 9.50 FT 12 2 20.0 .1 4.8 989.5 .0 .02 1.28 25.31 .00 30.00 7.69 27.42 27.42 .923 .166 AT 8.03 FT 13 2 23.0 -1.1 -32.1 -2338.5 .0 .10 5.58 27.40 .00 24.45 10.74 30.00 37.50 .917 .520 AT .00 FT 14 2 23.0 -.6 25.5 -2338.5 .0 .05 4.44 27.40 .00 24.67 10.74 30.00 37.50 .915 .413 AT 6.49 FT 15 2 12.0 .0 1.9 368.6 .0 .01 .86 22.49 .00 30.00 17.33 28.30 28.30 .795 .049 AT .00 FT 16 2 6.0 -14.7 .0 .0 .0 3.45 .00 .00 .00 18.59 18.40 27.60 27.60 .186 .000 AT .00 FT 17 2 7.0 -47.6 .0 .0 .0 9.49 .00 .00 .00 19.41 18.40 27.60 27.60 .489 .000 AT .00 FT 18 2 7.0 -42.6 .0 .0 .0 8.48 .00 .00 .00 18.92 18.40 27.60 27.60 .448 .000 AT .00 FT 19 2 7.0 -82.9 .0 .0 .0 16.52 .00 .00 .00 19.23 18.40 27.60 27.60 .859 .000 AT .00 FT 20 2 7.0 -57.9 .0 .0 .0 11.54 .00 .00 .00 19.46 18.40 27.60 27.60 I .593 I .000 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Os Qa Cbl Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 .00 6.00 4.27 2.36 2.36 176.0 176.0 176.0 74.6 74.6 74.6 7.93 176.0 3.16 176.0 3.16 1.00 1.00 2.04 2.04 2 8.86 19.00 7.20 7.68 1.25 354.7 60.0 46.2 48.0 44.67 60.0 1.56 .99 1.00 1.06 3 3.46 19.00 7.20 7.68 1.25 354.7 60.0 60.0 46.2 48.0 48.0 42.61 60.0 1.56 60.0 1.56 .99 1.00 1.06 1.12 4 10.93 24.00 8.13 9.45 1.18 354.7 60.1 37.6 51.0 60.47 60.1 1.50 .98 1.00 1.00 5 .00 24.00 8.13 9.45 1.18 345.4 60.1 36.6 51.0 60.47 60.1 1.50 .98 1.00 1.00 6 6.25 12.00 4.43 4.82 1.24 345.4 60.0 71.6 48.6 17.17 60.0 1.55 .94 1.00 1.00 7 9.99 22.00 7.76 8.75 1.20 345.4 60.1 39.5 49.8 53.96 60.1 1.52 .98 1.00 1.00 8 .00 22.00 7.76 8.75 1.20 243.3 60.1 27.8 49.8 53.96 60.1 1.52 .98 1.00 1.00 9 3.50 12.00 5.16 4.97 1.32 243.3 60.0 60.0 49.0 45.4 45.4 20.19 60.0 1.61 60.0 1.61 1.00 1.00 1.48 1.09 1017.04 1` 5 13 ' 1.3720� c60.115.343.99I 2 1.76 G 34.00 ..2 .3, �.. 159.57 ,�.� 1.00 1.00 1.0� 11 .00 34.00 15.25 13.34 1.37 456.2 60.1 34.2 43.9 159.57 96.2 1.76 1.00 1.00 1.00 12 9.50 20.00 6.66 7.83 1.16 456.2 60.0 60.0 58.2 51.6 51.6 39.09 60.0 1.49 60.0 1:49 .91 1.00 1.35 1.03 13 8.03 23.00 11.50 9.24 1.25 456.2 60.0 49.4 47.9 85.33 60.0 1.57 1.00 1.00 1.00 14 .00 23.00 11.50 9.24 1.25 282.7 60.0 30.6 47.9 85.33 60.0 1.57 1.00 1.00 1.00 15 6.49 12.00 4.43 4.82 1.24 282.7 60.0 35.1 58.6 48.6 28.4 16.39 60.0 1.55 35.1 1.54 .94 1.00 1.64 1.02 16 .00 6.00 4.27 2.36 2.36 181.9 181.9 181.9 77.1 77.1 77.1 7.93 181.9 3.17 181.9 3.17 1.00 1.00 1.42 1.42 17 .00 7.00 5.02 2.77 2.77 199.6 188.0 188.0 72.1 67.9 67.9 11.00 188.0 3.61 188.0 3.61 1.00 1.00 1.75 1.75 18 .00 7.00 5.02 2.77 2.77 207.9 197.5 197.5 75.1 71.3 71.3 11.00 197.5 3.62 197.5 3.62 1.00 1.00 1.75 1.75 19 .00 7.00 5.02 2.77 2.77 202.7 186.6 186.6 73.2 67.4 67.4 11.00 186.6 3.61 186.6 3.61 1.00 1.00 1.75 1.75 20 .00 7.00 5.02 2.77 2.77 198.8 187.9 187.9 71.8 67.8 67.8 11.00 187.9 3.61 187.9 3.61 1.00 1.00 1.75 1.75 iVti\1 T1V1iIg:ti bilIti gtrs6 RY>a?`` '"'. >% `':<`r> ;'?<€)'' `;`' [ <<<< < '>>> iiimmii <_<>4gili "'"::: ? 7`f <:f`:: ibii>•'s; `:':<i: >`:::::'>::>>:> ' :::`::>:: Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 85 of 104 113 1 cal Facili ..^!^'...................... .:. ...:: v: •v• :::: x::; ...., v:�..;.; .,..; .:: xv� .v..; ...., .;,.....: .: •.v •nvx:.i ..r: ..} ....:v: .�..;,,,,+: ., .; ...... , ..{: , v {. vypY•{{, ri:$.;{{4y;{ {{: v+r ++: {}}{:: . :: rt;:::: J+.v,} • :. {::.. v:.?.Ji+•.O .: r.... n. . ; .. ;: .. v. x n n: {,C!{• r.�v: y. {.+,+}},{,.y.;.;Z•4.J5 .;,Y:...{:.•. �Y : J. {*C;i• JJ:, YY�� k}'+{;. q¢,, �1�)f•. {�,.•`•:�h:•i �+'� .�v, T F �} .� i v+* 1, /.j�,� / ,�` iivv�,��,�:: iiiyyt': 71fi iY., ,v .,i•:,•: b: }.'i;i.. .`.;,Y{,••:.,3:firn.:.�r:•y,••.+h:Sr:I Qh:4i+>?vY4:Z}�. . i6<Sp,.��Y.tJ{Trt,>:, `,���,ir:�Y.Sh1?<{:`,�� $ �R��v �y,r A'ik{`'•y {}v,},; '. Y„`'�+"�.^1���+'•}yv';:Y{�r?::a�•`fYj:?J}v{.ti::<Fi:.,{}+:}?:Y.%:i�.:i.}:}h:\t>R+..}�.,f�.JI,•:•:JS{}..x::.•.•:n�•+nL:.J.{J:{G�:!�::�:.�'�:`,::. }:p.. �.:.... .., ...:.:.. ...n�iT,�•}..3i.?C+: Ai�......: Back Sidewall Col. .0 .0 22.2 3.7* .0 Front Sidewall Col. .0 .0 14.7 2.8* .0 Int. Col. No. 1 .0 .0 47.6 9.1* .0 • Int. Col. No. 2 .0 .0 42.6 9.0* .0 Int. Col. No. 3 .0 .0 82.9 6.2* .0 Int. Col. No. 4 .0 .0 57.9 6.9* .0 (* Load Case indicates Stress Increase = 1.33)• ........:.......... ... .. ..,.,:..+................:.................... r........ .,•:::::: Y: }4'i::?iiii;}:ii::`:.Y:.:+Si?.:{•::.... ,. 4..n•:: +•, ?•:::•:..., .. Y.. .. \:.,, .}.. : . .... .. ..: .: •. ....: •...:.........:.........:...,....:......,.......:....... ....::. .•.,•:::::::....r...... n.........,.. ... ./.:,:>:.:{.Y:}}`Si.,.. h:...•:..1'•vi}.l'J}'{.},..r.:},:•i:ii}::n•.::Y:algi •:YY::.Yv:.r•YY:.{Y:•{•:.:i: .. ......,..,..... ...{, .:.:. ::.{.. n,v.....,............v:.............. ....:..... \.. ....:....:•: �:. :•..: �:?vi:.1.•:.n.n.....,.:vY.w::::A,{{•.r?v}.{{{5+;+{JY:O....$:.1.•::::i:Y:•ri.}};•}:.}:J.{,..{•r{.:{: }}aY:}Y:?r}}'-:{{.}}Y: ltfA$::�.'1h�:SEll1lh+�lt'Y`.:•>}:??:•Y;:•Y}�{>Y.<::}:Y:{�:Y::•::::.::.}:::::::•:.::::.:::,:{•::::::::::>::,:.:.::.�.:.}.........W..{..............•......................�.....,...�....:.....................:.............. Column <--- Base Plate Data ---> (--- Anchor Bolt Dataa-- > Descript Width Length Numb. Oia!7Ype Back Sidewall Co . 8" x 12" 3/4 A36 Front Sidewall Cot. 12" (4) 3/4 .A36 Int. Col. No. 1 8" x 1 ' (4) 3/4 A36 , Int. Col. No. 2 : x 13" (4) 3/4 A36 Int. Col. No. 8" x 13" 3/4 A36 Int. = . No. 4 8" x 13" (4) 3/4 • jD A -t t, i N c, (-° nJ S •/7 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) DATE: 09/19/96 TIME: 23:18 PAGE: 86 of 104 •_ •{;s,??;IWl».r{:..:y;{R(y{?ij} 4:i^� 1t.�}43}4�%fiy;Q4vgkQvn:vrv:,1h —AIM yY Frame ID : S6 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Continuous Beam ( 4 Interior Columns ) Machine: u092 ' O ATI � ..\...:......,..: , n::Y.•:.v{.....{.:{ri:}}::::iG:}4i:•:.�{i{isLiii:t{{:�`�i:::i:•,',{{:v:... .. .'C. :.},:.:v•::: x:•:?v:fn:+: >�x�.u��.it�crtolv..l�,a��►�.c rim�rr orls:.::}..:'??:{.:::.:.................{:{..;:{:::}}<::}�::;:{{::,:{.::}{:�.::.v..::...::.,,:{:??,.:: Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right ' 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind 11 Ridge ....: :. �:::::nx:x:::.�y.ti;:}:};::}.ri:it':i:':: },ii::.:::�:::'::::iii: ".:.. i :::.:.:::::::::. .. ::.: .. ... }+:y :ry•: }: i{ r{:• }Ji:{{}:}}' }:>{:: }:?.}:'{:;Ji?v':jii.: ;: {:Wi}:}�:{.:.,::•...{:� ... :4}i}: � :•:'{ii}}.}{:::'.iY,;:: } :•.v. w::::::.::: w {•n{w;: •.:.: •.. : {. p{,'•.{::••:..5: •:xy:i ::.:.+::{{ .N.:: , , ,i" :::Y}i{.", : ,�vgy�Lv�A�.r+ +t'�/�y yi�•}::.:}:;;;•}:•}::{.}:.•is�::�:{.:•:{.. :::::..:...:...............:...........:::::}:::.}:•:;{:;.}}:;.v.i}:•}:•::::::..:.:,;;>Vc},}:::..i•..:}n:.:}:::..:x:,�:}}:::•,.:.,f}:{}:•:•'•::%}:.. ..,... T.;:: }•.:.;C:::::{..,.,Y,.+.:: df7RY'M1WR.W.a\..7 J.�i�1i�71���A ................................................................................................n.,...............,....,..;..;:. ...., ::............................}i.......,..,.,} s•.,............;. Load . Member Joint Case Max Hor Defl = -.05" (H/3760 ) 16 2 2 Max Vert Defl Span 1 = .24" ( L/1467 ) ' 2 2 2 Max Vert Defl Span 2 = .02" ( L/16252 ) 6 2 1 , Max Vert Defl Span 3 = .33" ( L/1334 ) 9 2 •2 Max Vert Defl Span 4 = .04" ( L/10239) 12 2 1 Max Vert Deft Span 5 = .15" ( L/1909 ) 14 2 2 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. ?.5:t.5t5::5:.:;:?t•:;:;5:•55;:{:??<{.5::.5:?.::;.5:;.5::;:.5:•;:;;5,5::<::}>;55:.>:??<{??{:::;::.,::::: <.;5?:•5::::::::::::::::.5� •.5�.;_:.; {.5•:.:.::;.,:::::::: <5:i:.'•e%;:::ka:ii•:»>;}::;::::::;a::>::5:5Y<�:::>:xz�:::>::::r?;:si::::5555i5:'u�<:R;555::.:{�>::}r� s<:.�:>'Y:i<:>!::�:?:>•�:<i:>i:E::<:[:: ::.5,?, ,•::::::•S:t•}5:.5:•5:?: ..,...:.}...::, :•:.}..::::: vvvv �:}:: �:::::.. .. .y.L,F.,N?n:•5:?}:.�...:i •55155:.}:{: {n,••::e?:?.S{IXi:. . nom:::...• , •. :. \ '•{...n.?•:n,•C; ::::::}.:;v::.:ti•....n......n,..v...n•:..}}\,.}..n.................. :?\ivy FtUiNE>.�:R+CISS�SEG"TiON.:MIII3BERS:;::;�:<:.:»:.:•5:�:.>:.5:?�::.55:?<t.......:.,.:.}:.�5:.,•:5:••:::,.::::..�::.:::...•::::.:.::�.�.�.:::?�.5;•.,>5•<.:;.: •:. :....... ........., ::.:::5::•5: Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA DATE: O 1i)196 (Project Name: 4485-PriceCostco-Tukwila,WA) TIME: 23:18 (VP Quote No.: TQ960918191317) PAGE: 87 of 104 (VP Order No.: ) 1211311 (Optical Facility . t?{ .'':'?•55 ..::.. .. .... .. :•}}n; ;rih{'W.}}4>in �{S r_}'•r,{:hj.£':M1::i �` : S> {"{ :;: 5i f; ,.: lG? ri i••::M�l ii:;: :}:`..ii T:. �:TY.:!irinri'i, ::: :: {: i� •}R C�$Y,•;•'y : jay j t f} �r�:th �: t,tijh�ti a 1FIRi�1H8:si ocA..TIOPi85i1111D TVP ";' <, ``o.,".• ?}. s� 3 Y,.�.�, y.1:]I} r Frame ID : S7 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Post & Beam 3 -Plate ( 6 End Posts ) Machine: u092 Frame Back Front Plane Grid Grid 16-FL8 H A ;::::z5?:S::S;:St;::$i:: r: r?::ti:::5:5Yt>;:? i5::S5i: �;;5;i5:•h:iit?:5:;>%i}5i:;is52ti5:5>'•;::>55i;J:>4a:?;::a:5:>: �:i;:cF};?}::;�>:;;}:a::.:>•$ i:;;aii�ri2::i:?ti ?•51..:.4 ?}::{•x:::5:v v: }:':v{vi%:ni�Fj,'�'} 'i:j+'f.:;: : •iifii'iY:�ti<?>i{>}\U.:Y+?:•>n. .1\.'S`C%'?.' n.t, i\00Yi v:v..�::::i::.C?.i1:5::1:nt5.n}:..:iv..i.i.:.2:. ti.:::4.•.'r.i.:.i:.•.?5..i.i.:.5:..y:.::>..}::.t::•:5::v::;:::j.::5•:^i•i:5:::�'Y:•::":i• .,iii!::{.:5t•::•.}.:tv^j�::}:?.: w.t;•:.:i.:st•}n•:::;:::y.:.:C.::.?v:.?.:}???:::.••}.::.:h.:::•?5::4•:?.iw}::t.t:?••?;,.::.:.:.y.::}.:.�•Y.;:r.:r..{t:}.v'.:..i:.::!,::.::t.::i�:?� :t:::•�:.Yv:::�.;vis:3:::$:::::<..;v�::'.}..}v.•:{{::t{:'?�:'::;�: :•:?:�•}}'tS:ir `r:^i.............:.....,.:... . .., .. .:..... ...\.., �... :::.:+.?. ::t.y5:•::..v..:Z.,. S... .}....... . %,... ... ..........:........... ..:...:. ...... „ ...,::..:...........,, .....,...... _ .., ,. , .. y.., ..... Frame Width 158'-1 Back Girt Proj : 0'-11 1/2 Back Sidewall Ht : 16'-3 5/8 Back Sw Col Base Rev : 0'-0 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 16'-3 5/8 Front Sw Col Base Elev : 0'-0 Total Bldg Width : 160'-0 Back Roof Pitch : ,.25/12 Front Roof Pitch : .25/12 Distance to Ridge(from Back) : 80'-0 Average Bay Space = 20'-3 Back SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Back Col Top Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top End Post Spaces(Left to Right) 1 at 23'-4 5 at 22'-4 1 at 25'-0 .250: 12 .250: 12 2'-4 /1622'-4 /16-'—ois(t *40 2' 2'-4 1/16 az,-4 1/1625'— ;':G—�[ U 1 4 / 2-7--- 241 — Ql 241 - - 3 4 5 1 IMIM 1 1010 1 1 1U 2( 23 )4 35 36 ?7 ?8 f— 23'-4 -4---1 22'-4— --22'-4—•}f-22'-4—+-22'-4----}.-25'-0--{ 160' 0 Frame Cross Section for Plane FL8 (16) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 88 of 104 2113 1 acil' ...:..:...;.... .:::• ,:f.: .j i. .:..:: ::......:.:.:... t i:. ^/,;. N.. i:r.,::••::•:+;.:+iii. >i::•:i.gO:,,;ira •: n.::;>.;;•;:•>'�>:>:;•::. rii::<: yii;;:5.<„<v.:�,; `ai}; +; •�•it�E: v`:; h +.y.:�;:, 7,�? '2Y ;.,.: { � f �• ''' i" ti:r;.., 1.,.::,;• .'•:$:'��%;<•':?:i`:•:::::.:.,,• ..ar:: •v,,:•.:,::�:,... G 3y �PF•.:J.ri�{;}:�+.;q>:;•;,;••;:'•Cw�'}':�;�1): <�'•+.r:.:,,+...•.G . ;v�il:f :' RM�>i1FiV+#is!3i8>i�TD;IfFSiGN::Si7�iMAiC;•...........:....................;.:>.:.>:,.:.:.:;::.:>�.;.:�.;,.>.;:.::�:....i:.,.............>.;.:>.:x`�z,..,:.,:.......:.i�.ir.:....;.: i...:,,:.i,� :.:::.�::::>�s',. '...... „G i/ DESCRIPTION: Varco-Pruden FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (RISC Type 1 Construction) ANALYSIS: The boundary conditions established for Varco-Pruden FRAMES assume th rafter beam is a fully continuous member, spanning P"J~• from building eave to building exterior eave, with columns ). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: Varco-Pruden FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in Varco-Pruden FRAME welded constructions typically will be of material based on the requirements of ASTM A572, and have a minimum yield strength of 50,000 psi. tighigrt�1tA� S.0I>::::<::<:::<::::::f>:::<;::>:><:<:::<:;:>>;::::::::>;;;;;::>;:::::;:>::: ;:<:::>;::::>.::;>:;:;;:;::'>#:>:< ><i<:: Back Sidewalt Girt Spacings (Base to Eave): 1 at 16'-3 5/8 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-3 5/8 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 1/16 14 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 1/16 2 at 5'-0 1 at 4'-0 1 at 5'-0 2 at 3'-0 9 at 5'-0 2 at 2'-11 1/16 1 at 2'-8 :.::.:.::: :::.. :.,::: •;:.:.>•:;•:: •:�:>:. �.;•<::.: :;;:;ii�::i;i•:;;'•: ;•:;:•:::;;;.>;::;::;;.:;�: ::;: �::;::.:;:ii:::::<:;;;::di::::;;::.:;:;�: � ili::;::;.:;;:; �:;::i:?::;::>::;;::.;;•�;:i:;:;:; �::;;:>;:^;::�;:� ,>•�i•':i:$zi;::i:iiiii;;i;:i:;:i>:iii:i:iiii:;:::::iii:i:iiz::i:: has '''`r����:;:*; �'�•�vi::ti jii:.�i ::.:.::::.::: v::::.:.. •. .:...::::nen n .x:::: v.:.. .. ... ....... ..,+:^::::::. r•r...::::. ••..:.: i::.::.:'.. :•; q�. ::;:;�iii:� is>:i , i+ . i'�J[tfl� .1v�t11Nv :...,'•:;!::..:r....., ii`i'iiS}iii$.`•iY:.>�ii:i::::;i::�>,:i:?jiiiii}i i�::$ii:•::iii:::;`:�;::'rij::i"r:ijiii:iii:4:0:4i:}y%: i:•:iL:'r:4::: :•:: Yit•:v:: •iii�i:•i::i•.4i +v�.•.>.�}::'yi':•.w: •.v}:: •::::: •v , . {'}: i:i'::?Y?•};• }i•;i: ;;ilii<iL:.; ::i;•: :'i::: lir ;:i: .... .. .......................:...:................:....................:.....: �:...... :..::v.v ., :.:::.: ::::::v:l:.:::::: n:.v.,:+.:::.:, ::n :r..: :.: i..::..,•: u.MAy.A :.: is::.:'..,.:.:...::::::::.:.:.. ;}:.::::.: ;.::.:':::. Live Load : 20.00 PSF Collateral(Gravity): 8.00 PSF Total Dead Load : 13.54 PSF Purlins/Sheeting : 4.14 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : 1.40 PSF Wind Load : 80.00 MPH( 17.85 PSF) Total Dead Load :13.54 PSF Coltateral(Uplt): .00 PSF Building Code : 94UBC Bldg Use Category : 4 Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Enclosed Load Stress Design• Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 5 1.33 Y 1.00 Dead Weight + 1.00 Wind II Ridge 6 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 7 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left 8 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 9 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Ridge 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Right Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 89 of 104 21131 ti aci1i .............................................:::::::::::::: :•::::::::: Y.;...............;.iiii:hii:?•i'•iiii.... ...... ,.::.;:�ri: •i: .... n. ..;; •:.Y,•::..Y. :.:::: :�>fh:YYY:•Y:•; �•. •:;:::•;Y:.Y:•YYY.:: •;••Y>+ '{. h: Y• ?•:: •.Y••+:•Y:;•ri•Y:•Y;;�??'•YY:• :::::::::.:.::: ::.::..•::..�:::::::::.:::: r........... ....:.........r ,•; {{hr 4ii:?•:'•i...........:...:Y.•i:•i:•:?{{.?:Y�i:•:^::iii:Y�Cb:.v..Y.. ,...:.. ..:.... .• •::::... ....:....... • .� ::. z.. ..K .} » ! ...+G. .:. /.... ,. }, ..T.:. . > F..r...... . rnhA;:: ^.:::{• •.?::.:?•: : :.. N ,•• :. Y..,. :.. b..::?:.�.E i. y.f:: :r.Ti�Yi:^. •:'Y:::.. .:.Y.ib;YY,•; :; :::::::{•Y,•.::Y....:.. .. 5... '.. CY:•. x.✓lrF.:.... r...: sy :h:{nt•:::..v.:v vY: iY:}•i:}::?.;^•.:r:.., :.,?,...�Q,..F.i•:?iY.•f.•: v: r•. �: �:%.::. :�-0f.V. ve$.b' {.•.+rxh•.w}'4'�Y:^iiY ''+:? :. •ribii:hi::?•: •:: rr:::?: • . .... \. , Uh'•iiii:;•ii:•:?w.......... f?�4i:::: /• :?:v::::.rw.:::: n.., r .? :...•:•: � ..........................+.?v: iv: p:?.:. lVU{1�+1}/. w::::.:::?v ::::::.. ,r?:.:::v:???Mii:2�..4n,..n..............v....................n......................f..4............:.................... 12 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Left 13 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 11 Ridge User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise ) Frm Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S7 4029 Vert PtLd -.65 .00 0. Out Flang V .00 .00 .00 No Dead Weight 1, 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. • 4029 10.34 RafterBm 80.00 17.97 90.33 17.75 User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S7 4025 Vert Unif 21.00 23.34 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4025 Vert Unif .00 21.00 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4025 Vert Unif .00 1.50 -.09 -.09 No Snow 2, 8, 9,10,11,12,13 S7 4026 Vert Unif .00 22.34 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4027 Vert Unif .00 22.34 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4028 Vert Unif .00 11.99 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4029 Vert Unif .00 10.34 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4029 Vert Unif 2.20 10.34 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4030 Vert Unif .00 22.34 -.25 -.25 No Snow 2. 8, 9.10,11.12.13 S7 4030 Vert Unif 2.26 22.34 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4030 Vert Unif .00 2.26 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4031 Vert Unif .00 22.34 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 S7 4031 Vert Unif .00 10.43 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4031 Vert Unif 10.43 20.83 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4032 Vert Unif 15.79 24.99 .00 -.01 No Snow 2, 8, 9,10,11,12,13 S7 4032 Vert Unif 23.49 24.99 .00 -.14 No Snow 2, 8, 9,10,11,12,13 S7 4032 Vert Unif .99 24.99 .00 .00 No Snow 2, 8, 9,10,11,12,13 S7 4032 Vert Unif .00 .99 -.25 -.25 No Snow 2, 8, 9,10,11,12,13 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 4025 23.34 RafterBm .00 16.30 23:33 16.79 • 4026 22.34 RafterBm 23.33 16.79 45.67 17.25 4027 22.34 RafterBm 45.67 17.25 68.00 17.72 4028 12.00 RafterBm 68.00 17.72 80.00 17.97 4029 10.34 RafterBm 80.00 17.97 90.33 17.75 4030 22.34 RafterBm 90.33 17.75 112.67 17.29 4031 22.34 RafterBm 112.67 17.29 135.00 16.82 4032 25.01 RafterBm 135.00 16.82 160.00 16.30 M1 MEME1tiMB'E,1'''''''S "<`r »<E>>'a°:> d> €f> ''"> :>'.'%'%» << `> >`>s '< <` > `:>s `:s y'?:r><>< `<`:< iniel<? <<? ?<>`.»>< `>>'`:> <`: `> y<<>': E' <><': MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jtt Jt2 REF. 1 6.00 .1875 .1875 6.00 6.00 16.114 225.73 46.0 46.0 Base Plt Knee 0 0 76.0X6.0X.1875 2 5.00 .2500 .1875 14.00 14.00 4.000 71.81 50.0 50.0 Knee Shop Spl 0 0 3 -Plate 3 5.00 .2500 .1875 14.00 14.00 13.130 228.98 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate F Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 90 of 104 2113.11 (Oadcal Facility) 4:\•}'YY is }YY:::.v •.:??:y?{•: {•Y. Y+ "Y}}'?•}: "•Y}}::: .{,>•?•Y??{.;{}+.,..?.:{r. .tiJ ?JY.: 'ti i?•}i •:v+%{.:{: ...{...r f .. Y.v � F �}.< ♦< h... :.:% •}}::• . b.. , h }. \ Yr f!+.3... "?5>i w?}5}. Y :.,.,{ v.� .'t: .:: {.h. .. f }.. r }{ . ri:. .t :v $rR^vi:v:gri} }'}:::•i:{J} ,... i.}:7U. • ',1 : ..vh@•h.::. . ^�?:�?}:�:..,{. }:41� � .... }. r. :: ni•: Y.•:: v.:v •: x. •r? . }h r :rr •n•nq\+:..: }$:..v::: ,r,• .R{:�� . •: ?v}:ti• • ::• h �j�:: :. {:::.r .. ... :..}i{{. {.? ....v:f.•{.{<}\>:{•'r:.rf.Jrsir:IJi:??•r.}it•};�;{:<.;+.:{i:%::•:: ::vF.v:n•}.. n.. }.: ....+: :.: :Jh•rtnv; h:.,v,.. :?ihn. ..{ �.:r.+... .. }.. YKv: A.S... .. ..$..... :.:n ,... .. .. rt .4. x.r..: + IVLR'Alb:�il�'a7rlii�i8:':+.;:}}:$:.:.{.r.}}:i:?{?}.:.•?.i:?:::•::'r,'?::..v....t ... .. 7 : n.h.n.....:.........+.:::r::,.:::::::::::::::::........... MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 4 5.00 .2500 .1875 14.00 14.00 5.809 101.30 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 5 5.00 .2500 .1875 14.00 14.00 3.441 60.01 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 6 5.00 .2500 .1875 14.00 14.00 13.338 232.60 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 7 5.00 .2500 .1875 14.00 14.00 5.559 96.95 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 8 5.00 .2500 .1875 14.00 14.00 3.441 60.01 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 9 5.00 .2500 .1875 14.00 14.00 13.338 232.60 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 10 5.00 .2500 .1875 14.00 14.00 5.559 96.95 50.0 50.0 Shop Spt Shop Spl 0 0 3 -Plate 11 5.00 .2500 .1875 14.00 14.00 11.443 199.35 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 12 5.00 .2500 .1875 14.00 14.00 9.776 170.28 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 13 5.00 .2500 .1875 14.00 14.00 5.310 92.59 50.0 50.0 Shop Spt Shop Spl 0 0 3 -Plate 14 5.00 .2500 .1875 14.00 14.00 13.588 236.96 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 15 5.00 .1875 .1875 14.00 14.00 3.441 52.68 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 16 5.00 .1875 .1875 14.00 14.00 5.559 85.13 50.0 50.0 Shop Spl Shop Spt 0 0 3 -Plate 17 5.00 .1875 .1875 14.00 14.00 13.338 204.24 50.0 50.0 Shop Spl Bolt Plt 0 0 3 -Plate 18 5.00 .2500 .1875 14.00 14.00 3.441 60.00 50.0 50.0 Bolt Plt Shop Spl 0 0 3 -Plate 19 5.00 .2500 .1875 14.00 14.00 5.559 96.95 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 20 5.00 .2500 .1875 14.00 14.00 15.047 262.41 50.0 50.0 Shop Spl Shop Spl 0 0 3 -Plate 21 5.00 .2500 .1875 14.00 14.00 4.000 71.81 50.0 50.0 Shop Spl Knee 0 0 3 -Plate 22 6.00 .1875 .1875 6.00 6.00 16.114 225.73 46.0 46.0 Base Plt Knee 0 0 T6.0X6.0X.1875 23 6.00 .1875 .1875 6.00 6.00 15.413 223.95 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.0X.1875 24 6.00 .1875 .1875 6.00 6.00 15.878 230.71 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.0X.1875 25 6.00 .1875 .1875 6.00 6.00 16.343 237.47 46.0 46.0 Base Plt Bolt Plt 0 0 76.0X6.0X.1875 26 6.00 .1875 .1875 6.00 6.00 16.378 237.97 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.OX.1875 27 6.00 .1875 .1875 6.00 6.00 15.913 231.21 46.0 46.0 Base Plt Bolt Plt 0 0 -T6.OX6.0X.1,175 28 6.00 .1875 .1875 6.00 6.00 15.448 224.45 46.0 46.0 Base Plt Bolt Plt 0 0 T6.0X6.OX.1875 •i:{:{:L:;::;{Y�iiii!�>i:{:i •}$}:Y: ;:i}i}}iliiiii}ii:�}: � iYi::?}:•:?+�:ii:�i:?:i:�i:m ii}}i:i�:{::� :�}: �:isi::i'.}::i�}iiii:Ci};{^Y{:�:v ::}}::i'ti ti:ti•:•:i::}}: ii}::`i:i:�::}.: �•� 1�'t/%R:l:.?,,.::..�:s:��::`:; �`i:•`:�::':,.::,;;?::;:j:;'.:::::`::?y::::::s::;{.:::::`::::':�:::::::r:; i:::`;iso:':?'i:%is2;:;.i:::.:::::::.:.::::::�:::� � y:> isYi:::ii::�ii:::�%i:;:�i � �i:'�:c�i:+'::::;;:...,. ::iii:. 1r'1tA;11+���0t3't11�117►ATt'i!:�:C(1i�i1�bN8'SCiM <{ Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 11 2 1 0 0 .0000 .0000 .0000 22 1 1 1 0 .0000 .0000 .0000 23 1 1 1 0 .0000 .0000 .0000 24 1 1 1 0 .0000 .0000 .0000 25 1 1 1 0 .0000 .0000 .0000 26 1 1 1 0 .0000• .0000 .0000 27 1 1 1 0 .0000 .0000 .0000 28 1 1 1 0 .0000 .0000 .0000 :::gigg z< <'.:'• :: »# iiiii?: ii?i :' ? :i ::`• : ?: r :`: i::: s:::`:<><?3<?:<:`.:»::>::>:: %`•>:::::ii:::::<??;<>:«r >MI:i s :::#::;;: >:i::::nigii i «`>:: <:'• :><' =s F[L`AN1E::i1+lEIVIBER:::ItEisEA$F.S::::« �.':::::s«s>:::!#:<::::il>:ii:::>:<:>:�:::#::::<?::::................................................................................................ Mbr Joint No. No. 1 2 22 2 23 2 24 2 25 2 26 2 27 2 28 2 24r.:iLc•':,,s5w01wsww.s,r..r.s.,.-,�wn,nu+,+•e.H w.......:.......a....., vP1 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 91 of 104 ♦ r.:... 4•.{•71,••:.?. 4::::::?:�:�:•.:i ..i. ;.,.v..:♦♦> .ANi:ry?�♦•...;.;?.y?:}!?pryi>r2 i4:'.:i>??itAr.:;:np „':.!y:: v:?•?:•?::+.•r :•:4:4>::;•!y,!vrA:.%.: ::%v •!?...♦...y• .!•l%v t•>\4i:•: v.w;: ti:+': ?v:::. ♦!::!:'??,\:4n'.:%:r•:{•?:+tl•?:•IFy%:;+??[:p%"mr 4:r+. .;.%;•$:.. ...•.:>':v':vi`i♦J::fnh •;;.:?•; •; �:?J ♦'•: 4•ni? +tt. x.♦;. ti'': .k. r•.tiYS•.ty: •: .h.;: ...3. .+ :..:i.••:. �: :,r.+,5 ..v v?., !.,{:.,,, •:.;.;:$ .♦.5.:, •♦44�>�'�: .Y 3,t •:x.♦d: .,,!.4. ..__ ;?!••:+:?•:.y .. r+!.fi.. '`.� i?'!••..?+:ry. 3:v .: .. •' ' � • �. : � � ::,:♦t. ••:.r+...• .t.,....,♦ �?.:?%• ..� .. , Ju.,•:.. •to :• •4r.. v ..k�.:..t♦.>.,�•:.✓.,.>....>..J...u:....::.. .4i. `�1�i•..�� �: t:..;�' i... .. r•! :... Y:. Horizontal Clearance SW Columns : 157'-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 14'-11 13/16 Vertical Clearance at Front Haunch : 14'-11 13/16 Vertical Clearance at Ridge : 16'-7 1/2 Vertical Clearance at End Post 1 : 15'-5 1/4 Vertical Clearance at End Post 2 : 15'-10 13/16 Vertical Clearance at End Post 3 : 16'-4 7/16 Vertical Clearance at End Post 4 : 16'-4 13/16 Vertical Clearance at End Post 5 : 15'-11 1/4 Vertical Clearance at End Post 6 : 15'-5 11/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. �'•>>?`?:>» ><>`>>;>'.[??::?::!<;;;:: siis'::>>>G>:`?>:«;«:«><s';i::>>><<z::><<:>zr::<'»::::<: .SCAfEY<»`•> �> `»»>;><:>:;;>:>:'>;: >:>'>';;>;>`;>::;>>i><><<>>>s:>?<ii>> kir.- QNIMIr LO CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) CRN POST 1 D +Cg +L .00 6.88 .00 AT .00 FT FROM BACK RAFTER BM 1 0 +Cg +L .00 .00 .00 AT 78.79 FT FROM BACK CRN POST 1 D +Cg +L .00 7.37 .00 AT 157.58 FT FROM BACK END POST 1 D +Cg +L .00 17.03 .00 AT 22.12 FT FROM BACK END POST 1 D +Cg +L .00 14.63 .00 AT 44.46 FT FROM BACK END POST 1 D +Cg +L .00 15.60 .00 AT 66.79 FT FROM BACK END POST 1 D +Cg +L .00 15.82 .00 AT 89.12 FT FROM BACK END POST 1 D +Cg +L .00 14.21 .00 AT 111.46 FT FROM BACK END POST 1 D +Cq +L .00 17.92 .00 AT 133.79 FT FROM BACK CRN POST 2 D +Cg +S .00 7.85 .00 AT .00 FT FROM BACK RAFTER BM 2 0 +Cg +S .00 .00 .00 AT 78.79 FT FROM BACK CRN POST 2 0 +Cg +S .00 8.38 .00 AT 157.58 FT FROM BACK END POST 2 0 +Cg +S .00 22.94 • .00 AT 22.12 FT FROM BACK END POST 2 D +Cg +S .00 22.89 .00 AT 44.46 FT FROM BACK END POST 2 0 +Cg +S .00 23.49 .00 AT 66.79 FT FROM BACK END POST .2 D +Cg +S .00 23.77 .00 AT 89.12 FT FROM BACK END POST 2 D +Cg +S .00 22.39 .00 AT 111.46 FT FROM BACK END POST 2 D +Cg +S .00 23.68 .00 AT 133.79 FT FROM BACK CRN POST 3 0 +W1> .00 -1.31 .00 AT .00 FT FROM BACK RAFTER BM 3 0 +411> .00 .00 .00 AT 78.79 FT FROM BACK CRN POST 3 D +W1> .00 -1.42 .00 AT 157.58 FT FROM BACK END POST 3 D +W1> .00 -3.57 .00 AT 22.12 FT-TROM BACK END POST 3 D +W1> .00 -3.14 .00 AT 44.46 FT FROM BACK END POST 3 0 +W1> .00 -2.82 .00 AT 66.79 FT FROM BACK END POST 3 D +W1> .00 -2.79 .00 AT 89.12 FT FROM BACK END POST 3 D +W1> .00 -3.09 .00 AT 111.46 FT FROM BACK END POST 3 D +W1> .00 -3.80 .00 AT 133.79 FT FROM BACK CRN POST 4 D +<W1 .00 -1.31 .00 AT .00 FT FROM BACK RAFTER BM 4 D +<W1 .00 .00 .00 AT 78.79 FT FROM BACK CRN POST 4 D +<W1 .00 -1.42 .00 AT 157.58 FT FROM BACK END POST 4 0 +<W1 .00 -3.57 .00 AT 22.12 FT FROM BACK END POST 4 0 +<W1 .00 -3.14 .00 AT 44.46 FT FROM BACK END POST 4 D +<W1 .00 -2.82 .00 AT 66.79 FT FROM BACK END POST 4 D +<W1 .00 -2.79 .00 AT 89.12 FT FROM BACK END POST 4 D +<W1 .00 -3.09 .00 AT 111.46 FT FROM BACK END POST 4 0 +<W1 .00 -3.80 .00 AT 133.79 FT FROM BACK �,...:...:.ca:':r vacxa•'�at.„•>a!a".:r'a^.ra:,tw:..5>ir.*.':.a,.,'MW.a.:>.n•,..,.-,...,....,...,.........».,...,,,,,,....,,...,,.•H•...•>...«•••,.,w: n.•..•-, e Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco.Tu kwila, WA) TQ960918191317) DATE: TIME: PAGE: 12113.11 (Optical 09/19/96 23:18 92 of 104 Facility) ...Y•r,Yx:::.Y:::::. Y} y ' ''a : 4fir?'' �`"6'.. ,r fii.';ty; :'.;i£•i�. �': '+;;n�; v<;: 4;:'' `}?;':• <3: t `?: + ;`` ;' `„:„.4 ;r: s %w,> :....33'A:y4m{:;;, y., y� fi 4 "•,i Y: ii�i •�•Y:;Yi'• �Y.^y'<�•.ti•S /�� +w4�F�:��[�F:�,::.:.�fi.,•.Y•;:;•..r.-:.:.....:.Y.,.<:,t�,:''k,2YYI,'?:Yr<!::.{,•,....K'•�+:r.<.k:.Y�,.:�o.:+:...::.:...,.:,..:.::•::::.....f...<..:�.,:........E................I..., LD CASE LOAD COMBINATION' HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) A.Yi .: i O•rm :^Y: CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST IEND POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST 5 D +WP 5 D +WP 5 D +WP 5 0 +WP 5 0 +WP 5 0 +WP 5 0 +WP 5 0 +WP 5 D +WP 6 D +Cg 6 D +Cg 6 D +Cg 6 0 +Cg 6 D +Cg 6 D +Cg 6 D +Cg 6 D +Cg 6 D +Cg 7 D +Cg 7 D +Cg 7 D +Cg 7 0 +Cg 7 D +Ca 7 0 +Cg 7 0 +Cg 7 0 +Cg 7 D +Cg 8 D +S 8 D +S 8 0 +S 8 D +S 8 D +S 8 0 +S 8 0 +S 8 D +S 8 0 .S 9 D +S 9 D +S 9 D +S 9 D +S 9 0 +S 9 D +S 9 D +S 9 D +S 9 D +S 10 0 +S 10 D +S 10 D +S 10 0 +S 10 0 +S +E> +E> +E> +E> +E> +E> +E> +E> +E> +<E +<E +<E +<E +<E +<E +<E +<E +<E +W1> +W1> +W1> +W1> +W1> +W1> +W1> +W1> IWi> +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +<W1 +WP +WP +WP +WP +WP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -6.62 .00 .00 .00 .00 .00 .00 .00 .00 6.62 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -1.31 .00 -1.42 -3.57 -3.14 -2.82 -2.79 -3.09 -3.80 2.83 .00 3.01 6.85 5.86 6.49 6.60 5.63 7.15 2.83 .00 3.05 6.86 5.85 6.51 6.66 5.70 7.23 1.20 .00 1.26 4.47 5.38 5.68 5.78 5.27 4.45 1.20 .00 1.26 4.47 5.38 5.68 5.78 5.27 4.45 1.20 .00 1.26 4.47 5.38 .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROR BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK ,.00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT 133:79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK .00 AT 66.79 FT FROM BACK .00 AT 89.12 FT FROM BACK .00 AT 111.46 FT FROM BACK .00 AT 133.79 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 78.79 FT FROM BACK .00 AT 157.58 FT FROM BACK .00 AT 22.12 FT FROM BACK .00 AT 44.46 FT FROM BACK v71 Varco-Pruden Buildings A United Dominion Company PRIM ARY FRAME DT: , .GN DATA ('ioject Name: 4485-PriceCostco-Tukwi(a,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) 2I1 l : r,:�.;.}i��:.: ti???}:•iij+?;.;.,vi: iho.+.! ....?... .L2 '.. :...... ::•:C^::•:.��'•:: k... n... .......:! :.... .? ...... n;}. DATE: 09/19/96 TIMI';: 23:18 PAGL<': 93 of 104 3 tic l Facility) LD CASE LOAD COMBINATION END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST CRN POST RAFTER BM CRN POST END POST END POST END POST END POST END POST END POST 10 D +S +WP 10 D +S +WP 10 D +S +Wp 10 0 +S +WP 11 D +Cg +S +W1> 11 D +Cg +S +W1> 11 D +Cg +S +W1> 11 D +Cg +S +W1> 11 D +Cg +S +W1> 11 D +Cg +S +W1> 11 0 +Cg +S +W1) 11 D +Cg +S +W1> 11 D +Cg +S +W1> 12 0 +Cg +S +<W1 12 D +Cg +S +<W1 12 D +Cg +S +<W1 12 D +Cg +S +<W1 12 D +Cg +S +(W1 12 D +Cg +S +(W1 12 D +Cg +S +<W1 12 0 +Cg +S +<W1 12 D +Cg +S +<W1 13 D +Cg +S +WP 13 D +Cg +S +WP 13 0 +Cg +S +WP 13 D +Cg +S +WP 13 D +Cg +S +WP 13 D +Cg +S +WP 13 0 +Cg +S +WP 13 0 +Cg +S +WP 13 D +Cg +S +WP C SIDE CRN POST END POST END POST END POST END POST END P ND POST HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) .00 5.68 .00 AT 66.79 FT FROM BAC!: .00 5.78 .00 AT 89.12 FT FROM BA(:!' .00 5.27 .00 AT 111.46 FT FROM BACK .00 4.45 .00 AT 133.79 FT FROM BA T .00 6.59 .00 AT .00 FT FROM BAU .00 .00 .00 AT 78.79 FT FROM BACK .00 7.02 .00 AT 157.58 FT FROM BAC!' .00 19.76 .00 AT 22.12 FT FROM BALK .00 20.15 .00 AT 44.46 FT FROM BACK .00 20.65 .00 AT 66.79 FT FROM BACK .00 20.90 .00 AT 89.12 FT FROM BACK .00 19.72 .00 AT 111.46 FT FROM BACK .00 20.33 .00 AT 133.79 FT FROM BArt'. .00 6.59 .00 AT .00 FT FROM BAi. .00 .00 .00 AT 78.79 FT FROM RAM .00 7.02 .00 AT 157.58 FT FROM BAI.t .00 19.76 .00 AT 22.12 FT FROM BACK .00 20.15 .00 AT 44.46 FT FROM BACK .00 20.65 .00 AT 66.79 FT FROM BACK .00 20.90 .00 AT 89.12 FT FROM BACK .00 19.72 .00 AT 111.46 FT FROM BACK .00 20.33 .00 AT 133.79 FT FROM BACK .00 6.59 .00 AT .00 FT FROM BACK .00 .00 .00 AT 78.79 FT FROM Bff' .00 7.02 .00 AT 157.58 FT FROM Iii. .00 19.76 .00 AT 22.12 FT FROM w: .00 20.15 .00 AT 44.46 FT FROM BA(.I. .00 20.65 .00 AT 66.79 FT FROM BIt. .00 20.90 .00 AT 89.12 FT FROM BAcr .00 19.72 .00 AT 111.46 FT FROM BACK .00 20.33 .00 AT 133.79 FT FROM BA(. BASE PIM) DATA ---- WIDTH x 'IIIK x LENGTH 8.00A• .?'MX 12 .00VV 8.00 X .37:.0 X 12.00 8.6: .5000 X 12.00 8.00 X . 40U X 12 8.00X X .5000 X 12.00 8.00 X .5000 X 12.00 8.00 X .5000 X 12.00 ---ANCHOR BOLT DATA ---- QTY SIZE -(4) 3/4 DIA. A36 (4) 3/4 . . 36 3/4 DIA. A36 3/4 DIA. A36 3/4 DIA. A36 3/4 DIA. A36 (4) 4 DIA. A36 (4) 3/4 D '. 6 (4) (4) 4) WELDING PATTE 0S-3 OS -3 OS -3 OS -3 OS -3 OS -3 OS -3 OS -3 PeT4I1t.(A.x nM• i• )-e-T1o,OS Fore_ r -se - fp r4- J S%Fl lS`Iii` 1V C1M tA11C` `:;_ ':€. .< <>z : <>i} >>[>> <>< >>><> `} ''•> <'•`>?«i'•>; % ?<>><>'•><s« s?;»>< .#::>:.>;°.°}:: :: <<:.. ;> ><>:»`•>.s.>:>.> >.<.»>:»>: MEMBER STIFFENER DESCRIPTION LOCA1)ON WEB DEPTH (I1.) (IN.) -.01 13.500 2.3 13.500 %:.98 13.500 NUMBER 2 1 4 1 7 1 BEARING (POST BEARING (POST BEARING (POST H/T A/H A RATIO RATIO (IN.) STIFFENER S ZI SIDES WELDING THKNS x WIDTH L - S .1875 X 2.00u•; BOTH STD. CK -OK .1875 X 2.0Utri BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK Q.e.1%c.t e:4,,YiS).n'v t.m totAt 4.•wY:✓vd..wA'.iccY.W'YIMt..�ra..rn. v...,v.v:w....., r....."...... w.•.. rw...,�v.n.n+rwi.ww:rw-+w.w.vr..-wr.w:.e...... �,•...r.-... Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485•PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 94 of 104 2113.11 (Oatical Facility) :•:�vw:::::::�v.: ., r., .....: :....................: �. ::�R++Ya�:���.i MEMBER ,.. ;,. ... .. :. Y.: .. v: nv:: ::. r•: xnw;: ....v:4••v:t::{•:{•}y?;•}}::.:o??:???:•:•........ •� �..�v �v...?..: .. �. ....... ..: }:J ♦ :::}••�.,}n• .. r::: r3: } ;.... v :{{{v. n} vLi:•}nv .... •: •: , ..................,,...:v,•: n•: r.......... 4 ' ' $.r . .:.Rr}:::: •: •:: n• •. 4 •R .1 ::::5 . ;..%�.{: ^•.3.v: nv•• 0.i4.rv},{.:••%� i}+�,•:..::!•. •: �• A: {.,•t•: ...{ +:..4:d;::�:$•{:r^i.•'.^':•. w. •: :.4 i••nv\i :v.{•'77f{1lYII:�rl::�.%{{: ;r,: {r �: :}}.rv,•:;}.^,Y•.i.gn •:.{.. v.0 ....r ., �v :. :i,. n.n..Y :•}:: �;�?:;y.;.,.:iit i?Y:•}:•..,. ...K �..Y. rY... ..... .{: .f.. n.hi,.. ..} •:{.: }:: n: r:. �.: n•:.4{{.:i{w:?:::.:}}.bv,.^.{:�1.�{n::i'.:.y: r:.v: h.Yx.�n,::.r:: $..: �:v r ...:.::::. : ...........:n:r:{;{...v ..................{,n....: %�i•: v. ............. ....... .... ........... .... ........ STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 10 1 BEARING (POST ) 4.98 13.500 ( .1875 X 2.0000 BOTH STD. CK -OK 13 2 BEARING (POST ) .01 13.500 .1875 X 2.0000 BOTH STD. CK -OK 16 2 BEARING (POST ) .01 13.625 1 .1875 X 2.0000 BOTH STD. CK -OK 19 2 BEARING (POST ) .01 13.500 1 '.1875 X 2.0000 BOTH STD. CK -OK 21 1 BEARING (POST ) 3.77 13.500 1 .1875 X 2.0000 BOTH STD. CK -OK Ogl,'ItVd7?N1y�CC 1q14::SUlttAl�'.1:::;iiiiNiiiiMiiiiniiiiiiiiiiiilli;iliMiniii!iiigiii$IgiiiniiiiNiginiiiiMiiiiinwig,:::::aaileiiibiesiiimiiiiiiioisigo MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2.1 5 2 j 6 1 8 2 9 1 11 2 12 1 14 2 15 1 17 2 18 1 22 2 23 2 24 2 25 2 26 2 27 2 28 2 .3750 X 7.0 X 0'-11 0/16 .3750 x 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 6.0 X 1'- 3 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0'-11 0/16 .3750 X 7.0 X 0,-11 0/16 1/2 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 3 NO 3/4 " DIA A325 1 NO 3 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 3/4 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO 1/2 " DIA A325 1 NO 1 NO EXT .0 "K .0 "K EXT 192.3 "K 192.3 "K EXT 192.3 "K ' "192.3 "K • EXT 192.3 "K 192.3 "K EXT 192.3 "K 192.3 "K EXT 192.4 "K 312.4 "K EXT 192.4 "K 312.4 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT 189.0 "K 189.0 "K EXT .0 "K .0 "K EXT .0 "K .0 "K EXT .0 "K .0-"K EXT .0 "K .0 "K EXT .0 "K .0 "K EXT .0 "K .0 "K EXT .0 "K .0 "K ..............................:..............................................:.............: ................. :. :: iY}iiiijii itiiii �}:'v n`v:tri:;?.•}:•: Ff.#ANGr�'HitKCING�dCATIQI�i?5'LiMMARY::<:'}.:>#<:::»<�;�::>'•>:s::>;:>:>:<::z�<�:<::�:>:>>:�.}}:,{.>,.:,,:.}?:.?:::;?.;::}:.}}:.}?}:.?:;.?:.}:.:.?:.?:.}:•}:.:{• {;;{.}:;;<•?:•??:•}}:{{<;{{.}}:.:;{::::}:<::..................................... MBR Location 1'-8 5/8 2 Flg Brc?-> FB REQD MBR Location 0'-7 5/8 3'-6 3/4 8'-6 3/4 3 Flg Brc?-> not reqd not reqd not reqd MBR Location 0'-5 1/4 5'-5 1/4 4 Flg Brc? > FB REQD FB REQD" • MBR Location 1'-2 1/4 6'-2 1/4 11'-2 1/4 6 Flg Brc?-> not reqd FB REQD not reqd MBR Location 2'-10 1/8 7 Flg Brc?-> FB REQD MBR Location 2'-3 3/8 8 Flg Brc?-> FB REQD MBR Location 3'-10 1/8 8'-10 1/8 9 Flg Brc?-> not reqd not reqd MBR Location 0'-6 1/8 5'-6 1/8 10 Flg Brc?-> FB REQD FB REQD MBR Location 4'-11 3/8 9'-11 3/8 11 Fig Brc?-> not reqd FB REQD MBR Location 1'-6 1/8 6'-6 1/8 12 Flg Brc?-> FB REQD FB REQD • :13s:C:S::..i:=„<�sr-:,x:'r:,.ar:':;..:ac.+a.^-'x.,.,:aasrru^wxa t..., Varco-Pruden Buildings A United Dominion Company ass ss PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 95 of 104 21131 tical Facili . 1 (Oa tv) . L:. :: s ... .. }A . :%!:.u ;. ..::.sYLry:Yt_:: }'.Y.v.iY aYM:L.:.cJ::: .� .:Y\i .:�1Yf� ......... ...i.>.-0Yr.,r;:`ggi}.1i: ,.� MBR Location 1'-8 3/4 13 Fig Brc?-> FB REQD MBR Location 0'-5 5'-5 8'-5 11'-5 14 Flg Brc?-> not reqd not reqd not reqd FB READ MBR Location 2'-10 15 Flg Brc?-> FB REQD MBR Location 4'-4 3/4 16 Flg Brc?-> FB REQD MBR Location 3'-10 8'-10 17 Flg Brc?-> not reqd not reqd MBR Location 0'-5 7/8 18 Flg Brc?-> FB REQD MBR Location 2'-0 5/8 19 Flg Brc?-> FB REQD MBR Location 1'-5 7/8 6'-5 7/8 11'-5 7/8 14'-5 20 Flg Brc?-> not reqd not reqd FB REQU not reqd MBR Location 2'-3 1/2 21 Flg Brc?-> FB REQD 1+R 1ME;DLSTCl ;ME MBER S[31 I1 i4iRY':#`:' < ':. > <><<><>M#?• ?? «> <> ><iii >< >< > <>?«< • > <gga gi fii:.< :::p< :'> » ' '<><':>< <'.<'.'; ': > <> <?':z <' ': i'» ': i::> >. 8lr�lMElit- FSIGiVfi: F.MHEIir.:Ai11'Ji4(tIRY:::Cootrolltn�Isueand Maxfiniin Catati--e- reasper.:• --- ACTUAL FORCES ---- ( A C T U A L---- I--- ALL 0 W ABL E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mnt-X Mmt-Y I STRESS I---- STRESS or LOAD Sum % ( % No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-vIAxial Shear Bnd-x Bnd-y Axl+bndl Shear AT .00 FT 1 2 6.0 -7.8 .0 .0 .0 1.84 .00 .00 .00 18.75 18.40 ?7.60 27.60 .098- ;000 AT 3.76 FT 2 2 14.0 -.1 3.7 223.4 .0 .02 1.39 9.98 .00 24.80 14.92 30.10 36.07 .332 .093 AT 3.56 FT 3 2 14.0 .0 .9 320.9 .0 .00 .35 15.27 .00 22.90 14.92 30.00 36.07 .509 .023 AT 5.24 FT 4 2 14.0 .2 -11.1 -541.6 .0 .05 4.24 24.21 .00 30.00 14.92 29.81 36.07 .812 .284 AT .19 FT 5 2 14.0 -.2 11.4 -515.4 .0 .05 4.34 24.52 .00 22.90 14.92 30.00 36.07 .819 .291 AT 6.18 FT 6 2 14.0 .0 1.2 238.2 .0 .00 .44 11.33 .00 22.90 14.92 M0.00 36.07 .378 .030 AT 4.99 FT 7 2 14.0 .2 -11.3 -500.8 .0 .05 4.31 26.38 .00 30.00 14.9? 29.81 36.07 .751 .289 AT .00 FT 8 2 14.0 -.2 11.4 -500.8 .0 .05 4.32 22.38 .00 22.90 14.92 29.81 36.07 .753 .290 AT 6.34 FT 9 2 14.0 .0 .8 251.3 .0 .00 .29 11.23 .00 22.90 14.92 29.81 36.07 .377 .019 AT 4.99 FT 10 2 14.0 .2 -11.5 -524.4 .0 .05 4.40 23.44 .00 30.00 14.92 29.81 36.07 .786 .295 AT .00 FT 11 2 14.0 -.2 11.7 -524.4 .0 .05 4.46 23.44 .00 22.90 14.92 29.81 36.07 .788 .299 AT 10.34 FT 12 2 14.0 -.2 -11.8 -534.0 .0 .05 4.51 23.87 .00 22.90 14.92 29.81 36.07 .803 .302 AT .00 FT 13 2 14.0'- .2 11.7 -534.0 .0 .05 4.46 23.87 .00 30;00 14.92 29.81 36.07 .801 j .292 AT 5.41 FT 14 2 14.0 .0 1.3 255.6 .0 .01 .48 12.16 .00 30.00 14.92 30.00 36.07 .405 .032 AT 4.01 FT 15 2 14.0 -.2 -11.2 -471.2 .0 .05 4.27 25.58 .00 20.45 14.78 27.15 27.15 .945 .289 AT .00 FT 16 2 14.0 .2 10.9 -471.2 .0 .05 4.17 25.58 .00 30.00 14.78 27.15 27.15 .942 .282 AT 6.33 FT 17 2 14.0 .0 -.6 228.7 .0 .00 .24 12.41 .00 20.45 14.78 27.15 27.15 .457 .016 AT 4.01 FT 18 2 14.0 -.2 -11.9 -603.1 .0 .05 4.54 26.95 .00 22.90 14.92 29.81 36.07 .906 .305 AT .00 FT 19 2 14.0 .2 11.5 -603.1 .0 .05 4.39 26.95 .00 30.00 14.92 29.81 36.07 .904 .294 AT 11.49 FT 20 2 14.0 .0 -1.5 369.0 .0 .01 .55 17.56 .00 22.90 14.92 29.93 36.07 .587 .037 AT .00 FT 21 2 14.0 -.1 -4.2 248.4 .0 .02 1.60 11.10 .00 24.25 14.92 30.10 36.07 .369 .107 AT .00 FT 22 2 6.0 -8.4 .0 .0 .0 1.96 .00 .00 .00 18.75 18.40 27.60 27.60 .105 .000 AT .00 FT 23 2 6.0 -22.9 .0 .0 .0 5.37 .00 .00 .00 17.85 18.40 27.60 27.60 .301 .000 AT .00 FT 24 2 6.0 -22.9 .0 .0 .0 5.36 .00 .00 .00 17.44 18.40 27.60 27.60 .307 .000 AT .00 FT 25 2 6.0 -23.5 .0 .0 .0 5.50 .00 .00 .00 17.02 18.40 27.60 27.60 .323 .000 AT .00 FT 26 2 6.0 -23.8 .0 .0 .0 5.57 .00 .00 .00 16.99 18.40 27.60 27.60 .328 .000 AT .00 FT 27 2 6.0 -22.4 .0 .0 .0 5.24 .00 .00 .00 17.41 18.40 27.60 27.60 .301 .000 c Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, W A) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 96 of 104 13 l tical Faeilit Svc ..•. :;«;? :i::;::r: y�}a {?,???+,.fi,g •:•E ;f:.:f : ;_ .v::: r.•r+w::?.vn•::::.vn :: r...:.v :::.?:.?i�:•:iii%?y >IN3SiiC �•.•t:'I4!$ER>'}�A�1�:.?>•"<?2.'•::::::;ti }:F�:Y•; '�": .... :.:: :.. .. %;sw,saVls:,�r�;i+: �,.:3i'."i�•:•'i,: '!y'�jr5.. �; J.?. �?'49ni '+•:: ::.: �::..�: :::.:::.......... .... :::::r:::. ..: :+•::; ;: :;.;:.i: •:: :: r..:v::r;: •... ... ... r<n.. ;}i..n............ ,., ... r.. ???:CN>1VlEgthot>St 1 1l RY.. 6n[''"»>{:«:::;;: ;;::«,> ,• < ::::::<:<: <;:::<;::::::>:;.<..:;:>:.;::; ::;; :;.;;;::<::: ;:»:: .>;:.,;>:':> :>:: > s.. ? »> >::. < < < :: 1,o�d.Cait.�hd.MaxGnua�.CataMntd.Siress. t.Mem6er........ .... ..... ....... '•»> »»<>'•»:`: < < >;?<? ..:.:..,.::.::::....... ..:::• --- ACTUAL FORCES ---- I A C T U A L---- I--- ALL 0 W A B L E----ISTRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y I STRESS (---- STRESS or LOAD Isom % I X No.Case Depth (kips) (kips)(k-in) (kip-in)IAxial Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y IAxl+bndl Shear AT .00 FT 28 2 6.0 -23.7 .0 .0 .0 5.55 .00 .00 .00 17.82 18.40 27.60 27.60 ( .311 I .000 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLy1 KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Oa Cbl Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 .00 6.00 4.27 2.36 2.36 179.5 179.5 179.5 76.1 76.1 76.1 7.93 179.5 3.16 179.5 3.16 1.00 1.00 1.00 1.00 2 3.76 14.00 5.03 5.58 1.02 262.7 35.1 47.1 34.4 22.37 35.1 1.28 1.00 1.00 1.38 3 3.56 14.00 5.03 5.58 1.02 262.7 35.1 60.0 47.1 34.4 58.9 21.02 35.1 1.28 60.0 1.29 1.00 1.00 1.12 1.10 4 5.24 14.00 5.03 5.58 1.02 262.7 60.0 47.1 58.9 22.37 60.0 1.29 1.00 1.00 1.00 5 .19 14.00 5.03 5.58 1.02 268.1 60.0 60.0 48.0 58.9 58.9 21.02 '60.0 1.29 60.0 1.29 1.00 1.00 1.68 1.78 6 6.18 14.00 5.03 5.58 1.02 268.1 60.0 60.0 48.0 58.9 58.9 21.02 60.0 1;29 60.0 1.29 1.00 1.00 1:681'.20 7 4.99 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37, 60.0 1.29 1.00 1.00 1.00 8 .00 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.3 60.0 1.29 1.00 1.00 1.00 9 6.34 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 10 4.99 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 11 .00 14.00 5.03 5.58 1.02 144.0 60.0 25.8 58.9 22.37 60.0 1.29 1.00 1.00 1.00 12 10.34 14.00 5.03 5.58 1.02 124.0 60.0 22.2 58.9 22.37 60.0 1.29 1.00 1.00 1.00 13 .00 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 14 5.41 14.00 5.03 5.58 1.02 268.1 60.0 36.0 48.0 58.9 35.4 21.02 60.0 1.29 36.0 1.28 1.00 1.00 1.65 1.02 15 4.01 14.00 4.43 5.40 .94 268.1 60.0 49.7 63.8 18.42 60.0 1.23 .91 1.00 1.00 16 .00 14.00 4.43 5.40 .94 268.1 60.0 49.7 63.8 18.42 60.0 1.23 .91 1.00 1.00 17 6.33 14.00 4.43 5.40 .94 268.1 60.0 49.7 63.8 18.42 60.0 1.23 .91 1.00 1.00 18 4.01 14.00 5.03 5.58 1.02 268.1 60.0 48.0 58.9 22.37 60.0 1.29 1.00 1.00 1.00 19 .00 14.00 5.03 5.58 1.02 282.7 60.0 50.7 58.9 22.37 60.0 1.29 1.00 1.00 1.00 20 11.49 14.00 5.03 5.58 1.02 282.7 60.0 35.1 50.7 58.9 34.4 21.02 60.0 1.29 35.1 1.28 1.00 1.00 1.04 1.13 21 .00 14.00 5.03 5.58 1.02 282.7 35.1 50.7 34.4 22.37 35.1 1.28 1.00 1.00 1.39 22 .00 6.00 4.27 2.36 2.36 179.5 179.5 179.5 76.1 76.1 76.1 7.93 179.5 3.16 179.5 3.16 1.00 1.00 1.00 1.00 23 .00 6.00 4.27 2.36 2.36 192.0 185.0 185.0 81.3 78.4 78.4 7.93 185.0 3.17 185.0 3.17 1.00 1.00 1.00 1.00 24 .00 6.00 4.27 2.36 2.36 197.5 190.5 190.5 83.7 80.7 80.7 7.93 190.5 3.18 190.5 3.18 1.00 1.00 1.00 1.00 25 .00 6.00 4.27 2.36 2,36 203.1 196.1 196.1 86.1 83.1 83.1 7.93 196.1 3.19 196.1 3.19 1.00 1.00 1.00 1.00 26 .00 6.00 4.27 2.36 2.36 203.5 196.5 196.5 86.2 83.3 83.3 7.93 196.5 3.19 196.5 3.19 1.00 1.00 1.00 1.00 27 .00 6.00 4.27 2.36 2.36 198.0 191.0 191.0 83.9 80.9 80.9 7.93 191.0 3.18 191.0 3.18 1.00 1.00 1.00 1.00 28 .00 6.00 4.27 2.36 2.36 192.4 185.4 185.4 81.5 78.5 78.5 7.93 185.4 3.17 185.4 3.17 1.00 1.00 1.00 1.00 MA;'ii: SCiiN.11tA:: tttYo... column Horz. Horz.' Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewall Col. .0 .0 7.8 1.3* .0 Front Sidewall Col. .0 .0 8.4 1.4* .0 End Post No. 1 .0 .0 22.9 3.6* .0 End Post No. 2 .0 .0 22.9 3.1* .0 End Post No. 3 .0 .0 23.5 2.8* .0 End Post No. 4 .0 .0 23.8 2.8* .0 End Post No. 5 .0 .0 22.4 3.1* .0 End Post No. 6 .0 .0 23.7 3.8* .0 Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: 4485-PriceCostco-Tukwila,WA) (VP Quote No.: TQ960918191317) (VP Order No.: ) (* Load Case indicates Stress Increase = 1.33) DATE: 09/19/96 TIME: 23:18 PAGE: 97 of 104 [2113,1) (Optical Facility) Version 3.1 Column Description <--- Base Plate Data ---> Width Length <--- Anchor Bolt Data ---> Numb. Dia. Ty.e ack Sidewall Col. Fron dewall Col. End Post No. End Post No. End Post No. 3 End Post No. End Post No End No. 6 8" x 12" 8" x 12" 8" x 12" " x 12" 8" x 12" 8" x 12" 8" x 12" (4) 3 36 3/4 A36 (4) 3/4 A36 (4) 3/4 A36 (4) 3/4 A36 (4) 3/4 A36 ( 3/4 A36 (4) 3/ 36 �EE D rik• L.A INs r J lvf Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) DATE: 09/19/96 TIME: ' 23:18 PAGE: 98 of 104 2113.11 (Outical FaciIitvl ... }h.. m:: •Y}Y:•ri,•?{i,i{.: r::..'FiFry ..... {:{^:: 1.:... .,v vv:.;vv{, :.v;: •}j:;{; `; •'r. ,:: {.}.; }..tijy:.•;C•i. {•,, . . v{;},}•:: n}•{: •Y� .": •: Y.::: Jv::: , v v; J.:.: rL:ir ..:,{•N• :rv:.Y; .; 4 ..:,�. n}•'4:i+} •: i' }vr{:R:4 n:<S<;Y •Y,.{. Jf +p� ♦ ,r� . }r v yy�..4•}::?::';•:i .. :A)::r.v. ..:?:}i,'v}:r.'%>i'i"}•:: •:,. rY,}:}`}Yid;{:\v:':;;:.}}: }5:::.•..;A;•;}•.,.; fvi ry}.., '.n4>Y\:v. J..r.!vvr:•.v, v., .J_, •i C: ..4{ '''''..—'4416011.64.r.''': i:�:�i:i�L�::4:::•}.+.4.5?::>iY:i%:v�nv:::.^:.tiL;i}...:w:.;,i•? ::v v.::.::J,.; .: i.: :.:.:::: r. :.f,. /..,.: .v.:::.{..v::::. ::4�.+;4}�?:,n .?. r: r:.�'vC. t Frame ID : S7 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Post & Beam 3 -Plate ( 6 End Posts ) . Machine: u092 .; ..: ..::,}.;:..;.:..vr.v::................m;.•rti •:.}•: '{::4:ivi: i... rr....r rr.{•.•v4i?}}:G:^:;{{{+•{!;;•}:::.}.}:: Y.:.:::.}::•Yi'••i}:'f... .... ... .r.....r�T�....�}}. 1�RXi�S•�IPLBCTi©N.L AD. G. MBtI!L4�Ytfllti'S><.;:«;:..:{;;.,.........,. •:., ..:.... , :.. ll : •: Y::::.::: ...w:: nvv:::: Y::: •v?:::: r.::{:W:i� ... }.. $. }f.t{::: {.}:}}:v^. •':.}:i!t::S..... <e Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind II Ridge AS1'NAV NUMika Y::-:.::<gi: i.li ni'.iron i >i;;<>>s ,Yirkgh» :i::<} v Load Member Joint Case Max Hor Deli = .00' ( H/99999 ) 0 0 0 Max Vert Defl Span 1 = .07" ( L/3871 ) 2 2 1 Max Vert Defl Span 2 = .02" ( L/12631 ) 6 2 1 Max Vert Defl Span 3 = .03" ( L/8347 ) 9 2 1 Max Vert Defl Span 4 = .05" ( L/5389 ) 11 2 1 Max Vert Deft Span 5 = .03" ( L/8354 1 13 2 1 Max Vert Defl Span 6 = .02" ( L/12398 ) 16 2 1 Max Vert Defl Span 7 = .09" ( L/3271 ) 20 2 1 * Negative Hor Defl is left * Negative Vert Deft is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof. and endwall diaphragms. Therefore, these deflections may be considerably overstated. Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, W A) TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 99 of 104 2113 11 (Odical Facility) ::r}.; �.r : �p,�.. :. . '•. 1�1LMiti�E7.�i��t�lolW'�:::vti::.»}>:.v.4`t 4: 4. Y4.;wy,, } :.k v: 4:.4.,.x:.?.q}.::�:Y$Y:.;:Y•n.; n.n:n 4t:•i.},,nAJ. ,ry.h. t. ; .; ?. '}} v� f• •': j;Y;:{ .. 9. r» : ?ti ,, , }: : �: •: x •..„:„ ;. x:.„,::::„.)„:,$ :}<,? ,„,::•7.;f.:. .:: • ,•<, :.,, .,•t t;at:, ice' }'t x: L•Q'%1. •' . 4 . :4Y: vf. ..�:�.�>t:%• i}+{.f''•.Ti ,'•�•vv�yf}i �:. 4.}Y:h::}}:v;;{{v: }. ni :!v: i::�}Y}Y+%i7?S:i1!5.., }.:.�.Y. i:,<v..}:.•2:r!}. 4• t•: v Y• • r•:.}:.,. } ,{ k,4/•:•:f.4:»: rk, :!• :.....................:t.. �r..}:;.r...:4}::.:..,....:..................F.............. 2:.,, ..,t:......:�S}.4�,?Y•.:.:>... :..>,a:..:.•..YY.v..,•t?•:.. Frame ID : S8 ( Stress Check Version 3.1 ) Date: 9-18-96 Time:19:10 Frame Type: Post & Beam 3 -Plate Machine: u092 Frame Back Front Plane . Grid Grid 17-FL4.1 A.9 A ........................................................................................................ . ............. .... ...... ... .......................... n........ ... ....�•.. . ......... .. ..... ;...- .:..; ...; ..:.:. :•r.• :•: nv.v:::: •. v. �::: w::.:::::: v.: 4... .. nv::.vv... .r. .. ........................................:..n......,.: ,;: „ }..,..:.......... :.-. ..,,.n.....,......... ,...,..v.,.n,,., 4:::.,•;::n•:: ?,•::Y:t;.+.;.,}..}Y._ ..:.;:.:.}y..:.:;::r- ......:.............,. ,. ......, :... ..}n.. n,..... n. ,.}.nn. .. .v... •}n•iY: nv ...........:•;•t:}}:i}"•}}:... .... ....... ..... :•.v.v::: n•v.-,....n.v::.:vw::Y.Yw::.^;\..�; v; .v:.::{:;:�:{;i::: t�'i::{iii:^:•F iiEj� . ; $... ...i. e:. n......vv :..1.,:4: Jnn?•n•.w::::;;;; .... 4 ...}:•. vn. VQ., n...::.:.: n• : ..�y.�]:f.v}::: ntv::::::::: :v:: }: ^:: v.v::.v:4: Y:: n•.:::. :•: :?:. ..: -: r :v}:: }: v.;v..: i:: •::.tv:: ::.:...................: •n?•.vn•Y::::::::•.::v: •.w:.: _:.. . .. .. v.. .i. v. .::.,:.:...:.: . Frame Width 23'-0 1/2 Back Girt Proj : 0'-0 Back Sidewall Ht : 16'-9 5/8 Back Sw Col Base Elev : 0'-0 Front Girt Proj : 0'-11 1/2 Front Sidewall Ht : 16'-3 5/8 Front Sw Col Base Elev : 0'-0 Total Bldg Width : 24'-0 Front Roof Pitch : .25/12 Average Bay Space = 11'-3 Back SW Col: Straight -(Hold Depth= 6.0") Beam Bolts to Back Col Top Front SW Col: Straight(Hold Depth= 6.0") Beam Bolts to Front Col Top %1ME;C�f1SS 8Ed7 LON.:i1tQNBERSs:::<;::;:;<::;;:::r:..}:•}.z•}:.:•}}:.}:,..:.:...:.::::::.::::.:::::}.,.:::..:::::::::.:.:::;.:::,::.::.,?,...::•::.::::.::::::;.:::::,::::.::.::::::.:::.,>:. ..:>a}:<:?.},t;>.;4a;:>.,::.:;.;:...}}:;.:?>.:;:...:. A.9 .250: 12 9A' -r1 ,/4a • m c Y+ � int 4 w m — — -�- -1 F 24' 0 Frame Cross Section for Plane FL4.1 (17) PROJECT: 4485-PriceCostco-Tukwila, WA BUILDING: Optical Facility r fUiY.:... v!:'StIGYatut. .0 Mr:'�sYwni<tv.:.,n>sva.u••awtn.•+w.vw-..,r.vr.....,.ren+.+uw..�wuwn .ww�n+e..:.�r:r� rVarco-Pruden V '.� Buildi ,ngs A United Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila,WA) TQ960918191317) DESCRIPTION: Vargo -Pruden FRAMES are typically solid -web framing systems consisting of tapered or aliform rafters rigidly connected to taper;:d or uniform depth columns, and are designed to support the applied loads as sp::rir :•d, (AISC Type 1 Construction) ANALYSIS: 1h;: boundary conditions established for Varco-Pruden FRAMES assume the after beam is frilly continuous member, spanning p.Nu p from building eave to building eave, with exterior columns r-1gi y-atEe (moment-rw.o.Lrrig connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their bas' connection to the foundation. DES;A: Var-Pruden FRAMES are designed in accordance with the AISC "Specification for Structrlrtri Steel Buildings", 9th Edition. MAIFRIAL: Structural steel plate, bar, and/or sheet intended for use in Varco-Pruden FRAME weldeC cnrrstructions typically will be of material based on the requirements of ASTM A572, and have a minimum yield strength of 50,000 psi. 2113 1 DATE: 09/19/96 TIME: 23:18 PAGE: 100 of 104 tical Facili •, •}}>::<•}::«::.»:.�a: <::�.»s:<•:: >;}}}}:•}}.:: :::;+f�:•:R�::' iYi:'i':,}'pr,YS+%;!,:<S sF':;yyU,;: •<a;;:i; d: .: r..}.v. .:''rki}iC:i. xe. viSl,.r,. DFSL¢l!1::SUlISMA�Y::;::::<.:::::.:::..;.;}:.}:;:>:<:�'<:>:•>:.>::::::::>::.k>:.;k:::;::•.;, ::.. >::,•:>:::..::. }xh,<};c•}R>':k�Rkkk�� ^ � til:: lti�)~<>�tAfiStJA!1r'bYt'i> Back Sidewall Girt Spacings (Base to Eave): 1 at 16'-9 5/8 Front Sidewall Girt Spacings (Base to Eave): 1 at 16'-3 5/8 Rafter Purlin Spacings (Front Eave to Back Eave): 1 at 2'-8 2 at 2'-11 1/16 3 at 5'-0 1 at 0'-5 7/8 VkilSig% • ..au-. .......... .......... .... ,,. ...........__. .........._'i:;i�%i";f;;i�:`.•`.ir:::.::k`%._.... _•:.$,�i:,wry-akv}.;:ir''�.: �.<'ri ri....;'+.•:::::::r<.:>.;:::::>:k��w�':`:Y :.:.v.....v.. Live Load : 20.00 PSF Total Dead Load : 15.34 PSF Roof Snow Load : 25.00 PSF WI rl Load : 80.00 MPH( 17.85 zteral(Uplt): .00 PSF Bu ding Code : 94UBC "sure Factor : C Enz&nsure Factor: Enclosed Lo;ld Stress Design Casa Factor Case Collateral(Gravity): 8.00 PSF Purlins/Sheeting : 4.15 PSF Frame Dead Load : 3.18 PSF PSF) Total Dead Load :15.34 PSF Bldg Use Category : 4 Seismic Zone : 3 Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 1.33 Y 1.00 Dead Weight + 1.00 Wind II Ridge 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left 8 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 4 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left 10 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Rid!.;( 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 1' 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 1D 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow .50 Wind 1 Right .50 Wind 1 Left .50 Wind II Ridge Varco-Fruden Buildings A United Dominion Company User Defined Point Loads( +Vert = Up PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostco-Tukwila, WA) TQ960918191317) +Horz = Right +Moment = Counterclockwise ) DATE: 09/19/96 TIME: 23:18 PAGE: 101 of 104 (2113,1] (Optical Facility) Version 3.1 Frm Segmt Load VertLd Horztd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Loading Combinations Segment Segment No. Length -Ft. Segment Type Start X/Y End X/Y Coord-Ft. Coord-Ft. User Defined Distributed Loads Frame Segment Load ID No. Category Load Dist -Ft. From To Load Mag-K/Ft Support From To Code S8 4002 Vert Unif .00 S8 4002 Vert Unif 14.79 19.39 -.18 -.18 No 23.99 .00 -.49 No Segment Segment No. Length -Ft. 4002 24.01 Segment Type RafterBm Start X/Y Coord-Ft. .00 16.80 Load Type Snow Snow Loading Combinations End X/Y Coord-Ft. 24.00 16.30 2, 8, 9,10,11,12,13 2, 8, 9,10,11,12,13 T�1�l1M�'`1�V1Vi�1?:li S MEM FLANGE WEB WIDTH THK THK DEPTHS End1 End2 LENGTH WEIGHT FLANGE WEB SPLICE CODES (FT) (LBS) Fy Fy Jt1 Jt2 THICKNESS SHAPE REF. 1 5.00 .1875 .1875 6.00 6.00 16.594 2 5.00 .2500 .1875 14.00 14.00 11.523 3 5.00 .2500 .1875 14.00 14.00 11.524 4 5.00 .1875 .1875 6.00 6.00 16.114 232.55 198.54 203.02 225.73 46.0 50.0 50.0 46.0 46.0 50.0 50.0 46.0 Base Plt Knee Knee Shop Spl Shop Spl Knee Base Plt Knee 0 0 T6.0X6.0X.1875 0 0 3 -Plate 0 0 3 -Plate 0 0 T6.0X6.0X.1875 1:.4i?N1y O+i11)�1>b t`1'Lr N6S%3MMAkt1t'>:<O;>`'>:»'>'.'<<z'M:»>tan>:::>::«>_:?>>M:<'<'><<:<::<::?:MS'<<>'>:'::':'`.'>MONOM Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. (O=Pin,l=Fix) (in.) (in.) (rad.) 1 1 1 1 2 1 4 1 1 0 0 0 0 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 FI�1N�311lE141BE1t 311. ....................... Mbr Joint No. No. 1 2 4 2 rti LI tte. \Y1I2 1It Horizontal Clearance SW Columns : 22'-0 1/2 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 15'-5 3/8 Vertical Clearance at Front Haunch : 14'-11 13/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult Varco-Pruden for a specific recommendation. MEW LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT (kips) (kips) (in -kips) LOCATION CRN POST 1 0 CRN POST 1 D CRN POST 2 0 CRN POST 2 D CRN POST 3 0 +Cg +Cg +Cg +Cg +W1> +L +L +S +S .00 4.61 .00 AT .00 FT FROM BACK .00 4.97 .00 AT 22.54 FT FROM BACK .00 7.49 .00 AT .00 FT FROM BACK .00 9.21 .00 AT 22.54 FT FROM BACK .00 -.66 .00 AT .00 FT FROM BACK Varco-Pruden Buildings A United Dominion Company LD CASE CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST CRN POST 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 D D 0 0 0 D 0 0 0 D 0 0 D D 0 D 0 D 0 0 0 PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4485-PriceCostcc,. uI.wrila,WA) TQ9609I8191317) is i•i •::•i:::;•i• r: ••::.2ii:: i i::':::i:'•�•i:<:;•:::`•L:•:i?:;;:•: .r�Yi:{•:�:r .: LOAD COMBINATION +W1> +<W1 +<W1 +WP +WP +Cg +Cg +Cg +Cg +S +S +S +S +S +S +Cg +Cg +Cg +Cg +Cg +Cg +E> +E) +<E +<E +W1> +W1> +<W1 +<W1 +WP +WP +S +S +S +S +S +S +W1> +W1> +<W1 +<W1 +WP +WP DATE: TIME: PAGE: (2113,11 (Optical �:?:•r.%`: �t�:'::isY,••.:;.y •t•ii:.; ...:.{•: is �:•: 09/19/96 23:18 102 of 104 Facility) {:i::•ii:4i:•:ti4i?ii •::.Skt �;:Y{l:ji:i: :r ii::" Sft i::: HORIZONTAL VERTICAI ROMENT (ki•s) (ki•s) (in -kips) .00 -.75 .00 -.66 .00 -.75 .00 -.66 .00 -.75 .00 2.01 .00 2.13 .00 2.01 .00 2.15 .00 2.09 .00 2.78 .00 2.09 .00 2.78 .00 2.09 .00 2.78 .00 6.68 .00 8.32 .00 6.68 .00 8.32 .00 6.68 .00 8.32 LOCATION .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK .00 AT .00 FT FROM BACK .00 AT 22.54 FT FROM BACK ,;«•i::i:•iii:;iiii: i::::::: i ::::::::..:: i.;{.::::::i:.::{.iiy;i:•:;;.:,•.;.;:.•.,;.:ii>::,.:: ;.;>: i� •.i .i::: .,•::. �:..:. •::.,..:.::::: ,..,.:: :;{.ti•i:{.:•ii:i.•>:•i:.:•i••iii:;;.;;..:.:' „ � �. ..: , .. :.i': S{{:: {:::.i'{•: •.: v.i, ::..;'.... Sv:.:{;i::•:•i::.::. T:t•. iJ:�::ii'r$'r{�i.'•i::i::in::ji�:;:�:.:is:{::v'r:+:l'r'�i'.•'r'r:%�.`:�: %�: �:i•rY: /is471Y..1���,7.7�Li1a1�JR.:�:�.::.. ...::. • •:w �:: %, ... .. .. ..i . ....... . .... ..... .... ..... .. :. .. .. SIDE BASE ('IAT[: DATA---- ---ANCHOR Roll ()ATA---- WELDING .00 ��� G _•1111;- xLENGTH.QTY M---- PATTERN S 1"5" CRN POST 8 X ...17�O-x'TTDO G- i -: 1 /;. A36 OS -3 )n) S lt.4 4-._'�'r.D N S 8.00 X .3750 X 12.00 (4) 3/7,..61 -A". --A-3-3 MEMBER STIFFENER DESCRIPTION NUMBER 2 3 1 BEARING (POST ) 1 BEARING (POST ) WEB DEPTH H/T Ali (IN.) RATIO RATI 13.500 13.500 STIFFI:oi is SIZE SIDES WELDING IIJ.) THKNS x WIDTH L - S 1 .1875 X 2.0000 BOTH STD. CK -OK .1875 X 2.0000 BOTH STD. CK -OK A )1ER JT PLATC DATA - DOLS DATA -- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE SIZE Rows 4 -Bolt Row. 4 -Bolt CONNECTION CAPACITY TYPE OUTSIDE INSIDE 1 2 1 3750 X 6.0 X 0'-11 0/16 1 1/2 " DIA A325 1 NO i NO 4 2 1 3750 X 6.0 X 0'-11 0/16 1 1/2 " DIA A325 1 NO NO itii1NGF.' RA ,:: :1)G1G : NLO.CATIOA :SUh114tARY ::::>:'zz::<;> MBR Location 0'-5 7/8 5'-5 7/8 2 Fig Brc?-> not reqd MBR Location 3'-11 5/8 3 Fig Brc?-> not reqd 10'-5 7/8 FB RI:QD not reqd 6'-10 3/4 9'-9 3/4 not reqd FB REQD Ti1A1�i'!r'.DESTGi\:::b1i;AlT3L'R StTi41141,1it Y < [<, y ; EXT 1 EXT .0 "K .0 "K .0 "K .0 "K Kow tie*, Varco-Pruden Buildings A United Dominion Company PRIMARY FRAME DESIGN DATA (Project NEM: (VP Quote No.: 4485-PriceCoatco-Tukwila,WA) DATE: 09/19/96 TIME: 23:18 PAGE: 103 of 104 2113 1 cal Faciu�> --- ACTUAL FORCES I AC-T'UAL---- I---ALLOWABLE----ISTRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Hmt-YI STRESS I- STRESS or LOAD ISum X I X No.Case Depth (kips) (kips)(k-in) (kip-in/lAxial Shear Bnd-x Bnd-ylAxial Shear Bnd-x Bnd-y lAxl+bndI Shear AT .00 FT 1 2 6.0 -7.5 .0 AT 10.23 FT 2 2 14.0 .0 .8 AT .00 FT 3 2 14.0 .0 .1 AT .00 FT 4 2 6.0 -9.2 .0 .0 483.5 489.1 .0 .0 1.75 .00 .00 .0 .00 .30 23.00 .0 .00 .05 21.86 .0 2.16 .00 .00 .00 .00 .00 .00 18.36 30.00 30.00 18.75 18.40 27.60 E7.60 I 14.92 29.96 36.07 \ 14.92 29.81 36.07 I 18.40 27.60 27.60 I ,096 I .768 1 .733 | .115 I .000 .020 .003 .000 Location Depth Area Rx Ry Lx Mn Dist (In) <znZ> (In) (In) (In) Ly -1 Ly -2 KLx KLy1 KLy2 (In) (In) /Rx /Ry /nv Sx (Ing) Lb -1 Rt -1 Lb -2 Rt -2 Qs (In) (In) (In) (In) Oa Cbl Cb2 1 .00 6,00 4.27 2.38 2.36 185.0 2 10'23 14.00 5'03 5.58 1.02 264.6 3 .00 14'00 5.03 5.58 1.02 264.6 4 .00 6.00 4,27 2'36 2'36 179.5 185.0 60.0 60'0 179.5 105.0 78'* 78.4 78.4 60.0 47.4 58.9 58.9 47.4 58'9 179.5 76.1 76.1 76.1 7.93 21.02 22.37 /'93 185.0 60'0 60.0 179.5 3.17 185.0 3.17 1,00 1.29 60'0 1.29 1.00 1.29 1.00 3.16 179.5 3'16 1'00 1,00 1'00 1'00 1.15 1'00 1'00 1.00 1.00 1'00 1.05 1.00 Column Horz. Horz. Description In Out Vert. Down Vert. Moment Uplift (+ utr-olW Back Sidewall Col. .0 .0 7.5 ,7° .0 Front Sidewall Col. .0 .0 9.2 .8* .0 (° Load Case indicates Stress Increase = 1.33) ~_ .~~__~~__ column -- :' ' 'latw Data ---> ooscri^tinn Width ' <--- Anchor ooTt Da - Nu '_-~!."asmmxe Back Sidewall col. 8" x " Front Sidewall ^ ' 8" x 12" (4) 3/4 A36 (4) 4 a36 /0'J6 /^|3T0^+c--rt' > 5 . Varco-Pruden Buildings AUnited Dominion Company PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: TQ960918191317) DATE: 09/19/96 TIME: 23:18 PAGE: 104 of 104 2113 1 cal Facili�) Frame ID : S8 ( Stress Check Version 3.1 ) Date: 9'18-98 rime:19:10 Frame Type: Post & Beam 3 -Plate Machine: u092 Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left • 3 1.00 N .75 Wind II Ridge Load Member Joint Case Max Hor Defi = 'VV" ( n/99999 ) 0 0 0 Max Vert Deft = .14" ( U1979 ) 2 2 1 * Negative Hor Defl is left * Negative Vert Dell is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and enuwall diaphragms. Therefore, these deflections may be considerably overstated. • _—' . S'' Misc. SrRocrORA _ O .A No. K Page of Date 1.30.56 Prepared by 7rm Reviewed by AII t4 g7'ge.lr" h-38 P 24-f` 1().-.-40,/00 M. 217 k'// Xjy/,v, . /3D ,vy • ¢ i-kGd /2»h176p7H Zflo,e rJ , r,4ivt /A) e5 A °I /� �PqN y /�oG 20 jam= , "r 230184/36 = 2 4•K = . 495/2 = 4 746 kL/• M= 53 7 k I/-Zgfiv.' 4490 W/Pt3 / '4 /7.71 14/ re l4/c2 . Pat. 34K.25, f4 , 172x8 IJ 513 l✓,o• 3/� h1T, 32.7 , gyp. rj 1100,441WVAltr.flIZONAMOSNSWAAK14404aft•Calniowww"..........1. 1,Jeg fo f-16. IJEcA7 AT Ca -10-2 f...tf,„, tile -011-A , OA'— No. 1— Page1 i Date -974'r Prepared by Pf-c• Reviewed by 1A10(u-r CASE - F -I 04 -0(? -1) isvt Ari 4,0 „ 1, ,‘ 0.15 5., 4-.0 (1.15) 3 .0 3 fi1/4) 00 4 \IKA4-x ‘S:? J7)e 06,u, isrr. 0,23 i4 0,2,3 l'") •0101 0,o15 11(C- 61,t,r 1„lco opJEiraoF LICK 3 11 C JOB: PC-TUKWILA DRAG DESIGN DATA AXIAL = SHEAR = X MOMENT = KLX = KLY = LB = RT = CB = CMX = -24.00 5.00 217.00 38.00 38.00 38.00 3.94 1.00 1.00 STRUT K K "-K FT FT FT FLANGE FY = 50.00 KSI WEB FY = 50.00 KSI STRESS FACTOR 1.00 UNBRACED POINT DESIGN WEB DESIGNED WITH NO STIFFENERS AISC PLATE/YEAR = 89AISC SECTION .5000 X AREA = IX = IY = QS = QA = WEIGHT = 10.0 FLG .1875 WEB 12.00 DEPTH 12.06 351.63 SX = 58.61 83.34 SY = 16.67 1.00 1.00 41.05 #/FT STRESSES F'EX = 20.93 KSI F'EY = 4.96 KSI ACTUAL FA = 1.99 KSI FBX = 3.70 KSI FV = 2.22 KSI COMBINED STRESS RATIO = .723 SHEAR STRESS RATIO = .121 RX = RY = 5.40 2.63 DATE: 9-28-96 ALLOWABLE FA = 4.96 KSI FBX = 12.72 KSI FV = 18.31 KSI JOB: PC-TUKWILA CHORD BEAMS DESIGN DATA AXIAL = SHEAR = X MOMENT = Y MOMENT = KLX = KLY = LB = RT = CB = CMX = CMY = FLANGE FY = WEB FY = -24.00 K 5.00 K 537.00 "-K 100.00 "-K 19.00 FT 19.00 FT 19.00 FT 2.38 1.00 1.00 1.00 50.00 KSI 50.00 KSI STRESS FACTOR 1.00 UNBRACED POINT DESIGN WEB DESIGNED WITH NO STIFFENERS AISC PLATE/YEAR = 89AISC SECTION .5000 X AREA = Ix = IY = QS = QA = WEIGHT = 8.0 FLG .1875 WEB 20.00 DEPTH 11.56 867.84 SX = 86.78 RX = 8.66 42.68 SY = 10.67 RY = 1.92 1.00 1.00 39.34 #/FT STRESSES F'EX = 215.61 KSI F'EY = 10.60 KSI ACTUAL FA = 2.08 KSI FBX = 6.19 KSI FBY = 9.37 KSI FV = 1.33 KSI COMBINED STRESS RATIO = .846 SHEAR STRESS RATIO = .165 DATE: 9-28-96 ALLOWABLE FA = 10.60 KSI FBX = 18.40 KSI FBY = 37.50 KSI FV = 8.10 KSI JOB: PC-TUKWILA CHORD BEAMS DESIGN DATA AXIAL. SHEAR = X MOMENT Y MOMENT = KLX = KLY = LB = RT = CB CMX = CMY = FLANGE FY = -24.00 K 5.00 K 537.00 "-K 100.00 "-K 12.70 FT 12.70 FT 12.70 FT 2.20 1.00 1.00 1.00 50.00 KSI WEB FY = 50.00 KSI STRESS FACTOR 1.0,0 UNBRACED POINT DESIGN WEB DESIGNED WITH NO STIFFENERS AISC PLATE/YEAR = 89AISC SECTION .3750 X AREA = IX = IY = QS = QA = WEIGHT = 8.0 FLG .1875 WEB 20.00 DEPTH 9.61 689.24 SX = 68.92 RX = 8.47 32.01 SY = 8.00 RY = 1.83 .96 1.00 32.70 #/FT STRESSES F'EX = 461.16 KSI F'EY = 21.42 KSI ACTUAL FA = 2.50 KSI FBX = 7.79 KSI FBY = 12.50 KSI FV = 1.33 KSI C.i.iMBINED STRESS RATIO = .880 SHEAR STRESS RATIO = .169 ALLOWABLE FA = FBX = FBY = FV = DATE: 9-28-96 17.87 KSI 25.51 KSI 28.71 KSI 7.89 KSI ';!k41116614147.4.6aftomakvexturiaotropitn.ww.... Wly 60/QA)oz„ PS (04)c* 1,4.(b) 7u/eMe..e..4 No. Pogo of Oafs 9' 24 Prepared by -TM Reviewed by /VIa ..5e0 4 0,5 /1 /46 otold ?OS 5.°°%/.‘ 24,1 kir /5 )r 33. 9 47, r 3/* Zro z -STS vipt Marco -Pruden Buildings A United Dominion Company Corporate Accounts Service Team Varco•Pruden Buildings Suite 600 6000 Poplar Avenue Po Box 17967 Memphis, TN 38187.0967 Tel 901 767-5910 Fax 901 537-8216 PriceCostco - Tukwila, WA - Bar tst Loads - Revised 9-25-96 Building Code - 1994 UBC Roof Live Load = see snow load Roof Dead Load = 1.5 psf + Joist Weight Collateral Load = 8.0 psf or 6.5 psf + Sprinkler Weight whichever is more critical Roof Snow Load = 25 psf + snow drift shown on attached sketch Ground Snow Load = 35.71 psf Wind Load - 80 mph Exposure C 12.4 psf Gross Uplift Seismic Zone 3 Strut Joist Loads - units kips - Strut Jois,.: .sire TOP CHORD loaded Seismic Wind SJ Minimum Strut Joist Size To Chord of Strut Joist is to have minimum area = 1.42 sq.in. R. !v/14ar. 5..ai9• + j bx'•ur !a-".rc is�':�.: _.xi ,'�::. `{ PRICE COSTCO VARCO-PRUDEN TUKWILA, WA SMI #2270130-A STRUCTURAL CALCULATIONS STEEL JOIST DESIGN October 25, 1996 REFERENCES * S.J.I. STEEL JOIST SPECIFICATIONS STEEL JOIST INSTITUTE EDITION 40 * A.I.S.C. STEEL CONSTRUCTION MANUAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION 9TH EDITION, 1989 * WELDING OF OPEN WEB STEEL JOISTS STEEL JOIST INSTITUTE TECHNICAL DIGEST NO. 8 - AUGUST, 1983 NOTE: The Professional Engineer's Seal affixed hereto indicates that the joists have been designed in accordance with the Steel joist Institute's Standard Specifications to resist the specified loads, as noted within this submittal. The seal is not intended to certify or imply that this building does or does not conform to any national or local building codes. 3565 HIGHWAY 32 NORTH HOPE, ARKANSAS 71801 P. O. BOX 2000 HOPE, ARKANSAS 71802.2000 SSI . ATE OF %S AREAS s REGISTERED N PROFESSIONAL k ENGINEER 10 l� No. 703 %1 PHONE (501) 777-8777 WATTS (800) 643-1577 FAX (800) 237-7571 T DESIGN CRITERIA PROJECT: PRICE COSTCO TUKWILA, WA SMI #2270130-A DESIGN LOADINGS: Joists have been designed to support the loads tabulated in the Steel Joist Institute's Standard Joist Load Tables, and any special loads indicated on the Joist Placing Plans and/or Bills of Materials as seen in the appendix. All loads have been increased 1.5% to compensate for a 1.015 over -stress allowed by SMI's design system. All concentrated loads are to be placed at a joist panel point, or a field strut must be added to support the joist chord. Joists have not been designed to resist any loads other than those shown; any requirements for joists to support any additional loads should be reviewed by SMI Joist for possible joist reinforcing requirements. DEFLECTION LIMITATIONS: Maximum Live Load Deflection = L/240 of the roof joist span LATERAL SUPPORT: The joist design is based on adequate lateral support being provided by the roof deck, and attachments, to effectively brace the top chord of the joists at a maximum of 36" o.c., per SJI Standard Specifications. Bridging has been designed, as required, to provide adequate chord bracing under uplift design loads, as well as during erection. The erection bridging requirements were determined based on SJI Standard Requirements. STEEL STRENGTH: Yield Stress = 50 ksi Allowable Tensile Stress = 30 ksi Allowable Bending Stress = 30 ksi (Chords) WELDMENT: All Weld designs are based on SJI Specifications for E70XX Electrodes (Fu = 70 ksi). Welds on angles of less than 1/4" thickness are designed as full thickness fillet welds. Welds on angles of 1/4" & greater thickness are designed as fillet welds of material thickness less 1/16". Welds on Round Bars are designed as flare bevel groove welds, per SJI Technical Digest #8, "Welding of Open Web Steel Joists". Joh: 2270130-A Mark: J1 10-25-96 09:.53:03 Page 001 SMI Joist F.nqineering Report SMI Job 1 2270130-A Joist: 24KS133/127 Mark: JI Req. by: JDFB Job: PRICE C!JSTCO OPTI Lll Loc: T'1{;!ILA ,iA Tech: RGS Joist Panel layout (in) Left TC X: TC WP: TC EndP: TC 1st PP: BC EndP: BC 1st PP: .000 2.000 29.000 26.875 43.000 12.875 OAL: 33'- 3 2/8" BL: 37'- 3 6/3" WL: 36'-11 6/3" 14 @ 24.000 Verticals located at all bottom chord panel points. Depth: L 24.000 M 24.000 R 24.000 Ridge @ 18' - Support Locations: (From Left End Base Length) 1) 0' 2" 2) 37'- 1 6/8" Right TC X: 11.500 TC WP: 2.000 TC F.ndP: 29.000 TC 1st PP: 26.875 BC EndP: 43.000 BC 1st PP: 12.875 7 7/8" Eff. Depth: 23.16 st Loading (ft, lbs, S ft*lbs) LC U. Load Stress Deflec LC U. Load Stress Deflec LC U. Load Stress Deflec 1 188 1.00 .00 2 -43 1.33 .00 3 127 1.00 240.00 Type Ref -pt Orient Load Distance Load Distance Load Cases Dist TC -LE GY 0 28'- 2" 250 33'- 2" 1 3 Joist Reactions (lbs) Load Case # 1 Load Case #L 2 Load Case # 3 1-X 1-Y 2-Y -3557.6 795.0 -2429.7 -4638.3 819.2 -3476.2 Matl Area RK RZ RYY 4 Cc SXS SXL Description 1513 .79 .463 .295 1.035 .996 107.190 .158 .398 1 1/2 X 1 1/2 X .138 C ' LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat. T01 1 -5924 27.0 27.0 36.0 -7499 880 2211 43979 -.501 0 58.3 91.4 34.8 14954 -1227 27000 .9488 .094 .595 T02 1 -5669 26.9 26.9 36.0 -7176 420 -7768 44389 -.266 0 58.0 91.0 34.8 15036 -1227 27000 .9515 -.288 .554 T03 1 -9912 24.0 24.0 36.0 -12548 0 0 55661 -.670 (': 2270130-A `dark: J1 1 51.8 31.2 T04 1 -9912 21.0 24.0 0 51.3 91.2 T05 1 -13977 2.1.1 24.0 0 51.3 81.2 T 06 1 -13977 21.3 24.0 0 51.9 91.2 T07 1 -16434 24.0 12.0 1 51.9 40.6 TO8 1 -16434 24.0 12.0 1 51.3 40.6 T09 1 -17433 24.0 12.0 1 51.8 40.6 T10 1 -17433 24.0 12.0 1 51.8 40.6 T11 1 -16822 24.0 12.0 1 51.8 40.6 T12 1 -16822 24.0 12.0 1 51.8 40.6 T13 1 -14653 24.0 24.0 D 51.8 81.2 T14 1 -14653 24.0 24.0 0 51.8 81.2 TIS 1 -10693 24.0 24.0 0 51.8 81.2 1 -10893 24.0 24.0 0 51.8 81.2 T17 1 -6526 26.9 26.9 0 58.0 91.0 34. 2, 36.0 34.8 36.0 34.9 35r . , 3' 36.0 3 4. 3 36.0 34.3 35.0 34.3 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 13729 - 12S19 19729 -17615 19729 - 17695 18729 - 20863 23997 -20363 23997 -22069 23997 -22069 23997 -21296 23997 -21296 23997 -18551 18729 -18551 18729 -13790 18729 - 13790 18729 -8262 15036 10-25-96 08:53:03 Page 002 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 .0 0 30000 0 0 0 30000 0 0 0 30000 -11045 27000 900 -1744 1513 1.42 .946 .469 .991 .905 112.473 .951 1510 2.50 T18 1 -7009 27.0 0 28.5 0 13.5 0 14.3 T19 1 1510 801 1 302 1 803 1 804 1 B05 1 1 807 1 808 1 27.0 36.0 57.6 36.3 13.5 36.0 28.8 36.3 -4936 19214 0 24047 .63 .467 .297 1.028 .905 112.473 7294 0 12139 0 15426 0 17153 0 17322 0 15933 0 12984 0 8282 0 36.9 78.9 48.0 102.7 48.0 102.7 48.0 102.7 48.0 102.7 48.0 102.7 48.0 102.7 36.9 78.9 36.9 146.0 124.1 133.5 48.0 146.0 161.5 133.5 48.0 146.0 161.5 133.5 48.0 146.0 161.5 133.5 48.0 145.8 151.5 133.3 48.0 145.8 161.5 133.3 48.0 145.8 161.5 133.3 36.9 145.8 124.1 133.3 11574 30000 19261 30000 24476 30000 27217 30000 27485 30000 25281 30000 20602 30000 13142 30000 602 -2938 0 -2938 .9098 55661 .9098 55661 .3728 55661 .8728 55661 .8500 55661 . 8500 55661 .8414 55661 .8414 55661 . 8470 55661 . 8470 55661 . 8667 55661- .8667- 55661 5661.866755661 .9009 55661. . 9009 44389 .9442 . 000 -.670 . 000 -.945 .000 -.945 . 000 -.870 . 000 -.970 . 000 -.920 . 000 -.920 .000 -.887 . 000 -.887 .000 -.991 .000 -.991 000 -.736 . 000 -.736 .000 -.306 -.409 .670 .670 .945 .945 . 870 .870 .920 .920 . 887 .887. . 991 .991 .736 .736 .715 1.094 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .109 -3090 27000 -3090 30000 183445 .9919 733781 1.0000 -.183 -.114 .297 . 000 -.103 .103 .332 .127 1 1/2 X 1 1/2 X .109 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 0 0 0 30000 23 99 8 .8071 14163 . 4560 14163 .3087 14163 .2313 14163 . 2237 14163 . 2860 14163 .4181 23998 .7810 . 386 . 000 . 642 .000 .816 . 000 .907 .000 .916 .000 .843 .000 .687 .000 . 438 .000 .386 . 642 .816 . 907 . 916 . 843 .687 .438 .... ..,.++. a.+.wa�m.sx:r e:*uY,nasuwr.:<^.�7ranrnex. w..� auru�cv�,a:�.rams..w...a:«,.w.r.«,.,..mn<,�..o..nr�,rnr+.��unwu::ca,�wweuramxn«:sa•.�vn<r,:erv.x�t.+xxshnrsa+nureenc:A,ro�vtxw+�,. Jon: 2270130-A 'gar's: Ji. 10-25-96 08:53:03 Page 003 L Summary of Joist Deflection Criteria (in, in'4, pif) I req.= 113.51 in4 1 act.= 138.32 in4 '1-L/360= 139.1 ;d -L/240= 208.7 Mem Matl Description # LC Force LX B L/R Weld SRatio P01 R375 7/8 RD 1 1 6804. 42.70 0 195.20 3.1 .419 P13 R875 7/8 RD 1 1 8050. 42.70 0 195.20 3.7 .496 P02 1210 1 1/4 X 1 1/4 X .109 1 1 -3346. 24.03 0 97.45 2.0 .845 P03 1010 1 X 1 X .109 1 1 3637. 30.24 0 154.16 2.2 .588 PO4 1510 1 1/2 X 1 1/2 X .109 1 1 -3096. 30.24 0 101.78 2.0 .703 P05 1010 1 X 1 X .109 1 1 2554. 30.24 0 154.16 2.0 .413 P06 1210 1 1/4 X 1 1/4 X .109 1 1 -2013. 30.24 0 122.66 2.0 .778 P07 1010 1 X 1 X .109 1 1 1670. 30.24 0 154.16 2.0 .270 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -1670. 30.24 0 122.66 2.0 .646 P09 1010, 1•X.1 .X .109 , 1 1 1670. 30.24 0 154.16. 2.0 .270. P10 1010. 1'X 1.X-.109 1 1 1670. 30.24 0 154.16 2.0 .270. P11 1210 1 1/4.X 1'1/4 X .109 1 1 -1670. 30.24 0 122.66 2.0 .646 1010 1 X 1 X .109 1 1 1670. 30.24 0 154.16 2.0 .270 �• 1210 1 1/4 X 1 1/4 X .109 1 1 -1778. 30.24 0 122.66 2.0 x'.687. P14 1010 1 X 1 X .109 1 1 2320. 30.24 0 154.16 2.0 .375 P15 1212 1 1/4 X 1 1/4 X .125 1 1 -2907. 30.24 0 123.07 2.0 .993 P16 1010 1 X 1 X .109 1 1 3627. 30.24 0 154.16 2.2 .587 P17 1210 1 1/4 X 1 1/4 X .109 1 1 -3615. 24.03 0 97.45 2.2 .913 SO1 1010 1 X 1 X .109 1 1 -595. 24.54 0 125.09 2.0 .302 SO2 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .172 503 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .172 SO4 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .172 505 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .172 S06 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .172 507 1010 1 X 1 X .109 1 1 -463. 21.00 0 107.05 2.0 .173 SO8 1010 1 X 1 X .109 1 1 -588. 21.00 0 107.05 2.0 .219 S09 1010 1 X 1 X .109 1 1 -1037. 24.54 0 125.09 2.0 .527 r2270130-A Mart: J2 d�eRMXf .0012,•,,,k+,04—venMrEeiN,44.4* m$1i*S7'M'AMK'[ALT IIWAi.C*5h' I 10-25-96 08:53:06 Page 004 SMI Joist Engineering ;deport SMI Job 1 2270130-A Joist: 24KS188/127 Mark: J2 Job: PRICE COSTCO OPTI LAI Loc: TUKWILA Joist Panel layout (in) TC TC TC TC BC BC Left X: WP: EndP: 1st PP: EndP: 1st PP: .000 2.000 30.875 28.875 43.000 16.750 OAL: 37'-1i 4/8" BL: 37'-11 4/8" WL: 37'- 7 4/8" 14 @ 24.000 Verticals located at all bottom chord panel points. Depth: L 24.000 M 24.000 R 24.000 Ridge @ 18'-11 6/8" Support Locations: (From Left End Base Length) 1) 0'- 2" 2). 37'- 9 4/8" Reg. by: JDF8 WA Tech: RGS Right TC X: .000 TC WP: 2.000 TC EndP: 30.875 TC 1st PP: 28.875 BC EndP: 43.000 BC 1st PP: 16.750 Eff. Depth: 23.02 Loading (ft, lbs, & ft*lbs) LC 1 4 U. Load 188 188 Type Ref -pt Chrd TC -LE Chrd TC -LE Stress Deflec 1.00 .00 1.33 .00 LC U. Load Stress Deflec LC U. Load 2 -43 1.33 .00 3 -43 5 127 1.00 240.00 Stress 1.33 Deflec .00 Orient Load Distance Load Distance Load Cases N/A N/A Joist Reactions (lbs) Load Case # 1 Load Case # 2 Load Case g 3 Load Case # 4 Load Case # 5 1-X 5100 7200 1-Y 0'- 0" 0'- 0" 2-Y .0 .0 .0 .0 .0 -3536.7 808.9 808.9 -3536.7 -2389.1 -3536.7 808.9 808.9 - 3536.7 - 2389.2 0 0'- 0" 0 0'- 0" 3 4 J ti oh: 2270130-a Mark: J. area RX RZ R Y Y !1 C c 2018 1.43 .617 .394 1.234 1.000 106.999 ' 'em LC Force LX [.Z LYY Fitts :CL/Rx KL/PZ YL/RYY T01 4 -13097 0 T02 4 -12959 0 T03 4 -17487 0 T04 4 -17487 0 T05 4 -21408 1 T06 4 -21408 1 T07 4 -23761 1 T08 4 -23761 1, T09 4 -24545 r 1 4 -24545 1 T11 4 -23761 1 T12 4 -23761 1 T13 4 -21408 1 T14 4 -21408 1 T15 4 -17488 0 T16 4 -17488 0 T17 4 -12859 0 T18 4 -13097 0 28.9 45.8 29.9 46.8 24.0 33.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 24.0 38.9 28.9 46.8 28.9 46.8 23.9 73.3 28.9 73.3 24.0 60.9 24.0 60.9 12.0 30.5 12.0 30.5 12.0 30.5 12.0 30.5 12:0 30.5 12.0 30.5 12.0 30.5 12.0 30.5 12.0 30.5 12.0 30.5 24.0 60.9 24. 0 60.9 29.9 73. 3 28.9 73.3 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 36.0 29.2 10-25-96 03:53:06 Page 005 SXS SXL Description .380 .955 2 X 2 Y. .197 fa +Moment FA -Moment -9184 18283 -9017 18283 - 12263 22556 - 12263 22556 -15012 25989 -15012 25989 -16662 25989 -16662 25989 -17212 25989 -17212 25989 -16662 25989 -16662 25989 -15012 25989 -15012 25989 -12263 22556 -12263 22556 -9017 18283 -9134 18283 1000 -1420 510 -1420 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 510 -1420 1000 -1420 1510 .63 .467 .297 1.028 .905 112.473 .332 B01 1 7739 40.8 40.8 146.0 0 87.2 137.1 133.5 B02 1 12444 48.0 48.0 146.0 0 102.7 161.5 133.5 1 15580 48.0 48.0 146.0 0 102.7 161.5 133.5 804 1 17149 48.0 48.0 146.0 0 102.7 161.5 133.5 4305 1 17149 48.0 48.0 145.5 0 102.7 161.5 133.1 906 1 15581 48.0 48.0 145.5 12280 30000 19745 30000 24722 30000 27210 30000 27210 30000 24722 fb FB 1047 27000 533 27000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 533 27000 1047 27000 FE Oat CM 3Rat SRat 68269 . 9596 68269 .9604 98820 .9504 98820 .9504 98820 .9392 98820 . 9392 98820 .9326 98820 .9326 98820 .9303 98820 .9303 98820 .9326 98820 . 9326 98820 . 9392 98820 . 9392 98820 . 9504 98820 . 9504 68269 .9604 68269 .9596 -.378 .031 -.371 .016 -.409 .000 -.409 . 000 -.434 .000 -.434 .000 -.482 . 000 -.482 .000 -.498 . 000 -.498 .000 -.482 . 000 -.482 . 000 -.434 .000 -.434 .000 -.409 .000 -.409 . 000 -.371 .016 -.378 . 031 . 409 . 387 . 409 .409 .434 .434 . 482 . 482 .498 .498 .482 . 482 . 434 . 434 .409 .409 . 387 . 409 .127 1 1/2 X 1 1/2 X .109 0 0 19651 0 30000 .7500 0 0 14163 0 30000 .4424 0 0 14163 0 30000 .3018 0 0 14163 0 30000 .2315 0 0 14163 0 30000 .2315 0 0 14163 .409 .000 .658 .000 .824 .000 .907 .000 .907 .000 .824 . 409 .658 . 824 .907 .907 Yti1 Rh MW.M * R'?wl�tRY+! J: 2270130-A Mark: J2 10-25-96 03:53:06 Page 006 ���ti 0 102.7 151.5 133.1 30000 0 30000 .3018 .000 .824 807 1 12444 43.0 43.0 145.5 11745 0 0 14153 .653 0 102.7 161.5 133.1 30000 0 30000 .4424 .000 .658 303 1 7739 40.3 40.3 145.5 12230 0 0 19651 .409 0 37.2 137.1 133.1 30000 0 30000 .7500 .000 .409 Summary of Joist Deflection Criteria (in, in"4, pif) I req.= 120.71 in4 1 act.= 232.21 in4 W -L/360= 162.9 W -L/240= 244.3 Mem Matt Description # LC Force LX B L/R Weld SRatio P01 R875 7/8 RD 1 1 6763. 41.88 0 191.45 3.1 .417 P18 R875 7/8 RD 1 1 6763. 41.88 0 191.45 3.1 .417. P02 1210 1 1/4 X 1 1/4 X .109 1 1 -3535. 25.35 0 102.84 2.2 .969 P03 1210 1 1/4 X 1 1/4 X .109 1 1 3531. 29.62 .0 120.13 2.2 .452 PO4 1510 1 1/2 X 1 1/2 X .109 1 1 -2988. 29.62 0. 99.67.. 2.0 ,.660; P05 1210 1 1/4 X 1 1/4 X .109 1 1 2444. 29.62 0 120.13 2.0 .313 r 1210 1 1/4 X 1 1/4 X .109 1 1 -1901. 29.62 0 120.13 2.0 .705 1._ 1210 1 1/4 X 1 1/4 X .109 1 1 1358. 29.62 0 120.13 2.0 .174 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -1277. 29.62 0 120.13 2.0 .474 P09 1210 1 1/4 X 1 1/4 X .109 1 1 1277. 29.62 0 120.13 2.0 .163 P10 1210 1 1/4 X 1 1/4 X .109 1 1 1277. 29.62 0 120.13 2.0 .163 P11 1210 1 1/4 X 1 1/4 X .109 1 1 -1277. 29.62 0 120.13 2.0 .474 P12 1210 1 1/4 X 1 1/4 X .109 1 1 1358. 29.62 0 120.13 2.0 .174 P13 1210 1 1/4 X 1 1/4 X .109 1 1 -1901. 29.62 0 120.13 2.0 .705 P14 1210 1 1/4 X 1 1/4 X .109 1 1 2444. 29.62 0 120.13 2.0 .313 P15 1510 1 1/2 X 1 1/2 X .109 1 1 -2988. 29.62 0 99.67 2.0 .660 P16 1210 1 1/4 X 1 1/4 X .109 1 1 3531. 29.62 0 120.13 2.2 .452 P17 1210 1 1/4 X 1 1/4 X .109 1 1 -3535. 25.35 0 102.84 2.2 .969 SO1 1210 1 1/4 X 1 1/4 X .109 1 1 -609. 23.17 0 93.98 2.0 .147 SO2 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50. 0 83.15 2.0 .098 503 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 SO4 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 505 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 SO6 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 507 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 SO8 1210 1 1/4 X 1 1/4 X .109 1 1 -463. 20.50 0 83.15 2.0 .098 509 1210 1 1/4 X 1 1/4 X .109 1 1 -609. 23.17 0 93.98 2.0 .147 ob: 2270130-A Mark: J3 10-25-96 08:53:09 Page 007 S.1I Joist Engineering; Report Ni Job # 2270130-A Joist: 24XS199/127 'dark: J3 Req. by: JDF8 Fob: PRICE CO ;TCO rJPT 1 LAB Loc: T1KWILA 'vA Tech: RGS Foist Panel layout (in) --- Left 'C X: 'C WP: 'C EndP: 'C 1st PP: EndP: IC 1st PP: .000 2.000 30.875 28.875 43.000 16.750 OAL: 37'-11 4/8" BL: 37'-11 4/9" WL: 37'- 7 4/8" 14 @ 24.000 Right TC X: .000 TC WP: 2.000 TC EndP: 30.875 TC 1st PP: 28.875 BC EndP: 43.000 RC 1st PP: 16.750 verticals located at all bottom chord panel points. lepth: L 24.000 M 24.000 R 24.000 Ridge @ 18'-11 6/8" Eff. Depth: 23.16 support Locations: (From Left End Base Length) .) 0' 2" 2) 37'- 9 4/8" Loading (ft, lbs, S ft*lbs) .0 U. Load Stress Deflec LC U. Load Stress Deflec LC U. Load Stress Deflec 1 188 1.00 .00 2 -43 1.33 .00 3 127 1.00 240.00 Joist Reactions (lbs) ,oad Case # 1 .oad Case tt 2 .oad Case # 3 1-X 1-Y 2-Y .1 .0 .0 -3536.7 808.9 -2389.2 - 3536.7 808.9 - 2389.2 4atl Area RX RZ RYY Q Cc SXS SXL Description 1513 .79 .463 .295 1.035 .996 107.190 .158 .398 1 1/2 X 1 1/2 X .138 dem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM ©Rat SRat r01 1 -5861 28.9 28.9 36.0 -7420 1000 2511 38453 -.542 0 62.3 97.7 34.8 13692 -1420 27000 .9421 .109 .651 r( 1 -5624 28.9 28.9 36.0 -7120 510 -8993 38453 -.264 0 62.3 97.7 34.8 13692 -1420 2700^ .9445 -.333 .597 r03 1 -10224 24.0 24.0 36.0 -12943 0 0 55661 -.691 0 51.8 81.2 34.8 18729 0 30000 .9070 .000 .691 r04 1 -10224 24.0 24.0 36.0 -12943 0 0 55661 -.691 0 51.8 81.2 34.8 18729 0 30000 .9070 .000 .691 T05 1 -14120 24.0 24.0 36.0 -17876 0 0 55661 -.954 Job: 2270130-A rQ 06 1 -14120 0 707 1 -16 453 1 NI 1 -16453 1 T09 1 -17238 1 T10 1 -17232 1 T11 1 -16458 1 T12 1 -16458 1 T13 1 -14120 0 T14 1 -14120 0 T15 1 -10224 0 T16 1 -10224 0 T17 1 -5624 0 1 -5861 0 'lark: J3 51.3 21.0 51.1 24.0 51.3 24.0 51 . 8 J l 24.0 51.3 24.0 51.3 24.0 51.3 24.0 51.3 24.0 51.8 24.0 51.8. 24.0 51.8 24.0 51.8 28.9 62.3 28.9 62.3 31.2 2.4.0 31.2 12.0 40.6 12.0 40.6 12.0 40.6 12.0 40.6 12.0 40.6 12.0 40.6 24.0 81.2 24.0 81.2 24. 0 81.2 24.0 81.2 28. 9 97.7 28.9 97.7 31.3 36.0 34.3 36.0 34.,E 36.0 34. 36.0 .34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 1510 .63 .467 .297 1.028 . B01 1 7691 40.8 40.8 146.0 0 87.2 137.1 133.5 802 1 12367 48.0 48.0 146.0 0 102.7 161.5 133.5 803 1 15484 48.0 48.0 146.0 0 102.7 161.5 133.5 304 1 17043 48.0 48.0 146.0 0 102.7 161.5 133.5 805 1 17043 48.0 48.0 145.5 D 102.7 161.5 133.1 B06 1 15484 48.0 48.0 145.5 0 102.7 161.5 133.1 807 1 12367 48.0 48.0 145.5 0 102.7 161.5 133.1 B08 1 7691 40.8 40.8 145.5 0 87.2 137.1 133.1 10-25-96 08:53:09 Page 008 16729 0 30000 .8715 .000 - 17876 0 0 55651 -.954 13729 0 30000 .3715 .000 -20836 0 0 55661 -.868 23997 0 30000 .3503 .000 -20836 0 0 55561 -.869 23997 0 30000 .8503 .000 - 21322 0 0 55661 -.909 23997 0 30000 .8432 .000 -21322 0 0 55661 -.909 23997 0 30000 .8432 .000 - 20836 0 0 55661 -.868 23997 0 30000 .8503 .000 -20336 0 0 55661 -.868 23997 0 30000 .8503 .000 -17876 0 0 55661 -.954 18729 0 30000 .8715 .000 - 17876 0 0 55661 -.954 18729 0 30000 .8715 .000 - 12943 0 0 55661 -.691 18729 0 30000 .9070 .000 - 12943 0 0 55661 -.691 18729 0 30000 .9070 .000. -7120 510 -8993 38453-.264 13692 -1420 27000 .9445 -.333 -7420 1000 2511 38453 -.542 13692 -1420 27000 .9421 .109 905 112.473 .332 .127 1 1/2 X 1 1/2 X .109 .954 .954 .868 .868 .909 .909 .868 .868 .954 .954 .691 .691 .597 .651 12204 0 0 19651 .407 30000 0 30000 .7516 .000 19623 0 0 14163 .654 30000 0 30000 .4458 .000 24569 0 0 14163 '.819 30000 0 30000 .3061 .000 27042 0 0 14163 .901 30000 0 30000 .2363 .000 27042 0 0 14163 .901 30000 0 30000 .2363 .000 24569 0 0 14163 .819 30000 0 30000 .3061 .000 19623 0 0 14163 .654 30000 0 30000 .4458 .000 12204 0 0 19651 .407 30000 0 30000 .7516 .000 .407 .654 .819 .901 .901 .819 .654 .407 S►"mary of Joist Deflection Criteria (in, in"4, plf) 1 req.= 120.71 in4 i act.= 188.32 in4 W -L/360= 132.1 W -L/240= 198.1 ..,,....,....«ax.i.rwwrNUU�/..C'.1.4 n.tl h+Ylumewnr wewse..k..ev.w..4...:+....,....+..w....+mow....+., Jo_b: 2270130-A Mark: J3 Mem Mat1 Description 4 LC Force LX B L/R Weld SRatio P01 R875 7/8 RD 1 1 6731. 42.70 0 195.20 3.1 .415 P1R P875 7/3 RD 1 1 6731. 42.70 0 195.20 3.1 .415 P02 1210 1 1/4 X 1 1/4 X .109 1 1 -3527. 25.92 0 105.12 2.2 1.005 P03 1010 1 X 1 X .109 1 1 3520. 30.24 0 154.16 2.2 .569 PO4 1510 1 1/2 X 1 1/2 X .109 1 1 -2978. 30.24 0 101.78 2.0 .677 P05 1010 1 X 1 X .109 1 1 2437. 30.24 0 154.16 2.0 .394 P06 1210 1 1/4 X 1 1/4 X .109 1 1 -1895. 30.24 0 122.66 2.0 .733 P07 1010 1 X I X .109 1 1 1354. 30.24 0 154.16 2.0 .219 P08 1010 1 X 1 X .109 1 1 -1273. 30.24 0 154.16 2.0 .983 P09 1010 1 X 1 X .109 1 1 1273. 30.24 0 154.16 2.0 .206 P10 1010 1 X 1 X .109 1 1 1273. 30.24 0 154.16 2.0 .206 P11 1010 1 X 1 X .109 1 1 -1273. 30.24 0 154.16 2.0 .983 P12 1010 1 X 1 X .109 1 1 1354. 30.24 0 154.16 2.0 .219 P13 1210 1 1/4 X 1 1/4 X .109 1 1 -1895. 30.24 0 122.66 2.0 .733 P14 1010 1 X 1 X .109 1 1 2437. 30.24 0 154.16 2.0 .394 P15 1510 1 1/2 X 1 1/2 X .109 1 1 -2978. 30.24 0 101.78 2.0 .677 P16 1010 1 X 1 X .109 1 1 3520. 30.24 0 154.16 2.2 .569 P17 1210 1 1/4 X 1 1/4 X .109 1 1 -3527. 25.92 0 105.12 2.2 1.005 S01 1010 1 X 1 X .109 1 1 -608. 23.70 0 120.83 2.0 .288 SO2 1010 1 X 1 X .109 1 1 -462. 21.00 0 107.05 2.0 .172 503 1010,`:1 X-1 X`.109 1 1 -462. 21.00 0 107.05 2.0 -.172 SO4 1010: 1-X 1 X .109 1 .1 -462. 21.00 0 107.05 2.0 .172 1010- 1'X 1 X .109 1 1 -462. 21.00 0 107.05 2.0 .172 1010: 1 X 1 X .109 1 1 -462. 21.00 0 107.05 2.0 .172 S?r/ 1010 1 X 1 X .109 1 1 -462. 21.00 0 107.05 2.0 .172 508 1010 1.X 1.X .109 1 1 -462. 21.00 0 107.05 2.0 .172 S09 1010 1 X 1 X .109 1 1 -608. 23.70 0 120.83 2.0 .288 ws. 10-25-96 08:53:09 Page 009 Job: 2270130-A rr.un..arve..nwa+�aR+M..w.�.r v.�,!�wvF.mMe.nrcf!��FNln hrSiv:iMszJ�eaplk'n.i4T✓£+a:.ohMcvalra✓Y.N.w^a^: C��e'v��sat��2a✓f^t4.�nwwvd£:!Fr.»fM�F�Mr4`tHRhr.£"fiN+�`VNr.4v�...w.^R.4naysvr+a.r�..w. Mark: J1 10-25-96 08:53:12 Page 010 SMI Joist Engineering Report SMI Job 1 2270130-A Joist: 24;(5197/125 ;dark: J4 Job: PRICE C3STC0 OPTI LA9 Loc: TUIKWILA Joist Panel layout (in) Left TC X: TC WP: TC EndP: TC 1st PP: BC EndP: BC 1st PP: .000 2.000 30.875 28.875 43.000 16.750 OAL: 37'-11 4/3" RL: 37'-11 4/8" WL: 37'- 7 4/8" 14 @ 24.000 :tel. by: JDF8 WA Tech: RCS Right TC X: .000 TC WP: 2.000 TC EndP: 30.875 TC 1st PP: 28.875 BC EndP: 43.000 BC 1st PP: 16.750 Verticals located at all bottom chord panel points. Depth: L 24.000 M 24.000 R 24.000 Ridge @ 18'-11 6/8" Eff. Depth: 23.16 Support Locations: (From Left End Base Length) 1) 0'- 2" 2) 37'- 9 4/8" Cst Loading (ft, lbs, & ft*lbs) LC U. Load Stress Deflec LC U. Load Stress Deflec LC U. Load Stress Deflec. 1 197 1.00 .00 2 -43 1.33 .00 3 125 1.00 240.00: Joist Reactions (lbs) Load Case # 1 Load Case # 2 Load Case 13 1-X 1-Y 2-Y .1 .0 .1 -3706.0 808.9 -2351.5 -3706.0 808.9 -2351.5 Mat1 Area RX RZ RYY Q Cc SXS SXL Description 1513 .79 .463 .295 1.035 .996 107.190 .158 .398 1 1/2 X 1 1/2 X .138 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 1 -614.1 28.9 28.9 36.0 -7775 1048 2632 38453 -.568 0 62.3 97.7 34.8 13692 -1488 27000 .9393 .115 .683 C 1 -5893 28.9 28.9 36.0 -7461 534 -9424 38453 -.276 0 62.3 97.7 34.8 • 13692 -1488 27000 .9418 -.349 .625 T03 1 -10713 24.0 24.0 36.0 -13563 0 0 55661 -.724 0 51.8 81.2 34.8 18729 0 30000 .9025 .000 .724 T04 1 -10713 24.0 24.0 36.0 -13563 0 0 55661 -.724 0 51.8 81.2 34.8 18729 0 30000 .9025 .000 .724. T05 1 -14796 24.0 24.0 36.0 -18732 0 0 55661 -1.000 Job: 2270130-A Mark: J4 �, 0 51.3 31.2 105 1 -14796 24.0 2.4.0 0 51.9 31.2 T07 1 -17245 24.0 12.0 1 51.3 10.6 T9 3 1 -17216 '4.0 0 12. 0 1 51.3 .10.5 TO9 1 -13063 24.0 12.0 1 51.8 40.6 T10 1 -18063 24.0 12.0 1 51.3 40.6 T.11 1 -17246 24.0 12.0 1 51.8 40.6 T12 1 -17246 24.0 12.0 1 51.8 40.6 T13 1 -14797 24.0 24.0 0 51.8 81.2 T14 1 -14797 24.0 24.0 0 . 51.8 81.2 T15 1 -10713 24.0 24.0 0 51.8 81.2 T16 1 -10713 24.0 24.0 0 51.8 81.2 T17 1 -5893 28.9 28.9 0 62.3 97.7 _< 1 -6141 28.9 28.9 0 62.3 97.7 34.2 36.0 34.3 36.0 33.9 36.0 34.3 36.0 34.3 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 36.0 34.8 1510 .63 .467 .297 1.028 . 801 1 8059 40.8 40.8 146.0 0 87.2 137.1 133.5 B02 1 12959 48.0 48.0 146.0 0 102.7 161.5 133.5 803 1 16226 43.0 48.0 146.0 0 102.7 161.5 133.5 804 1 17859 43.0 48.0 146.0 0 102.7 161.5 133.5 805 1 17359 48.0 48.0 145.5 0 102.7 161.5 133.1 806 1 16226 43.0 43.0 145.5 0 102.7 161.5 133.1 807 1 12959 43.0 43.0 145.5 0 102.7 161.5 133.1 808 1 8059 40.8 40.8 145.5 0 87.2 137.1 133.1 13729 -13732 13729 -21833 2397 -21333 23907 -22867 23997 - 22367 23997 -21833 23997 - 21833 23997 -18732 18729 -18732 18729 -13563 18729 -13563 18729 -7461 13692 -7775 13692 10-25-96 03:53:12 Page 011 0 30000 .3654 0 0 55661 0 30000 .9654 0 0 55661 0 30000 .3431 0 0 55661 0 30000 .3131 0 0 55661 0 30000 .8357 0 0 55661 0 30000 .3357 0 0 55661 0 30000 .8431 0 0 55 661 0 30000 .8431 0 0 55661 0 30000 .8654 0 0 55661 0 30000 .8654 0 0 55661 0 30000 .9025 0 0 55661 0 30000 .9025 -9424 38453 27000 .9418 2632 38453 27000 .9393 534 - 1488 1048 - 1488 .000 1.000 -1.100 .000 1.000 -.910 .000 .910 -.110 .000 .910 -.953 .000 .953 -.953 . 000 .953 -.910 .000 .910 -.910 .000 .910 -1.000 .000 1.000 -1.000 .000 1.000 -.724 . 000 .724 -.724 . 000 .724 -.276 -.349 .625 -.568 . 115 .683 905 112.473 .332 .127 1 1/2 X 1 1/2 X .109 12788 30000 20562 30000 25745 30000 28337 30000 28337 30000 25745 30000 20552 30000 12788 30000 0 0 19651 0 30000 .7397 0 0 14163 0 30000 .4193 0 0 14163 0 30000 .2729 0 0 14163 0 30000 .1997 0 0 14163 0 30000 .1997 0 0 14163 0 30000 .2729 0 0 14163 0 30000 .4193 0 0 19651 0 30000 .7397 .426 .000 .685 .000 .858 . 000 .945 .000 . 945 .000 .858 .000 .685 .000 . 426 .000 .426 .685 .858 .945 .945 .858 .685 .426 St'ramary of Joist Deflection Criteria (in, in"4, plf) I req.= 118.81 in4 I act.= 188.32 in4 W -L/360= 132.1 W -L/240= 198.1 Jon: 2270130-A Mark: J4 tiem Mat! Description 4 LC Force LX 3 L/R Weld SRatio P01 R875 7/8 RD 1 1 7054. 42.70 0 195.20 3.2 .434 PI3 8875 7/3 R!) 1 1 7054. 42.70 0 195.20 3.2 .434 P02 1212 1 1/4 X 1 1/4 X .125 1 1 -3696. 25.92 0 105.47 2.0 .928 P03 1010 1 X 1 X .109 1 1 3688. 30.24 0 154.16 2.3 .596 PO4 1510 1 1/2 X 1 1/2 X .109 1 1 -3121. 30.24 0 101.73 2.0 .709 P05 1010 1 X 1 X .109 1 1 2553. 30.24 0 154.16 2.0 .413 P06 1210 1 1/4 X 1 1/4 X .109 1 1 -1986. 30.24 0 122.66 2.0 .768 P07 1010 1 X 1 X .109 1 1 1418. 30.24 0 154.15 2.0 .229 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -1334. 30.24 0 122.66 2.0 .516 P09 1010 1 X 1 X .109 1 1 1334. 30.24 0 154.16 2.0 .216 P10 1010 1 X 1 X .109 1 1 1334. 30.24 0 154.16 2.0 .216 P11 1210 1 1/4 X 1 1/4 X .109 1 1 -1334. 30.24 0 122.66 2.0 .516 P12 1010 1 X 1 X .109 1 1 1418. 30.24 0 j54.16 2.0 .229 P13 1210 1 1/4 X 1 1/4 X .109 1 1 -1986. 30.24 0 . 122.66 2.0 .768 P14 1010 1 X 1 X .109 1 1 2553. 30.24 0. 154.16 2.0 .413 P15 1510 1 1/2 X 1 1/2 X .109 1 .1 -3121. 30.24 0 101.78 2.0 .709 P16 1010 1 X 1 X .109 1 1 3688. 30.24 0 154.16 2.3 .596 P17 1212 1 1/4 X 1 1/4 X .125 1 1 -3696. 25.92 0 105.47 2.0 .928 SO1 1010 1 X 1 X .109 1 1 -637. 23.70 0 120.83 2.0 .302 SO2 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 503 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 SO4 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 v'/ 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 SOB 1010 1 X 1 X .109 1 1 -484. 21.00 0 107.05 2.0 .180 S09 1010 1 X 1 X .109 1 1 -637. 23.70 0 120.83 2.0 .302 IMICNAS 10-25-96 08:53:12 Page 012 lAWIliCILVII•aloieritso4o04.11•Arsenr.wpairme.i...1.0.1.61KNielf04111.1101"tilaiNt Appendix Bills of Materials By SMI Joist Company 0 z • N N r L SSJ SMI JOIST HWY. 32 NORTH, HOPE, AR 71801 P.O. BOX 2000, HOPE, AR 71802-2000 (501) 777-8777 - (800) 643-1577 FAX 1l< (800) 237-7571 SSJ BILL of MATERIALS _ SMI+OWEN JOIST 850 TAYLOR ST., CAYCE, SC 29033 P.O. BOX 2808, CAYCE, SC 29171 (803) 798.5910 - (800) 783.0028 FAX K (800) 774-0131 L TCXL L_ 1 J BASE LENGTH BR / / 4- / SSJ TC XR 1 J BCXL OVERALL LENGTH BCXR SMI JOIST FLORIDA C -100-A LINCOLN CITY ROAD RT. 3, BOX 82, STARKE, FL 32091 (904) 964-4851 - (800)706.8476 FAX M (800) 613-0279 • /32 - PAINT: GRAY OXIDE FOR: VARCO-PRUDEN BUILDINGS P.O. No.: JOB No.: 22-97-130 JOB: PRICE COSTCO OPTICAL LAB • Dead load = 1.5 psf (roof dead load) SHIP To: TUKWILA, WA Dead Toad = 2.5 psf (joist & bridging by SMI) • Col. Toad = 8.0 psf / 6.5 @ sprinkler QUANTITIES: SSJ: 205 JS: HDR: SHEET: 1 of 3 DATE: 10-96 DWG. BY: J.D.S. CHECKED BY: S.J. TCX B.L. HOLE DIST.+ I t1OLE _DIST. TYPE"R" _ . 1 1/2" 1 j_ 55J 13 S5J=16 x 1 1/2" jITI OAL PUNCHED SEA I (IETAIL TYPE"S" HO I I OM CI IORDJ ECEND: STD = NO EXTENSION TYPE -1 = UNE ANGLE EXTENDED TYPE -2 = 110111 ANGLES EXTENDED GENERAL DESIGN NOTES - TYPICAL ALL JOISTS: • Typ. joist dasign Toad (U.N.O.) =188/127 I. Live load = 25 psf • Dead load = 1.5 psf (roof dead load) • Dead Toad = 2.5 psf (joist & bridging by SMI) • Col. Toad = 8.0 psf / 6.5 @ sprinkler • Net loads = 37 psf X 5'-0" (J.S.) = 185 pif X 1.5% = 188 plf • Gross wind uplift =12.4 psf • Dead load = 1.5 psf (roof dead load) • Dead Toad = 2.5 psf (joist & bridging by SMI) • Net wind uplift = 8.4 psf x 5'-0 (J.S.) = 42 plf X 1.5% = 43 plf ' • All Toads increased by 1.5% per Varco Pruden Buildings • For strut loads @ TOP chords - Min. 2 x 2 x .187 material QUANTITIES: SSJ: 205 JS: HDR: SHEET: 1 of 3 DATE: 10-96 DWG. BY: J.D.S. CHECKED BY: S.J. TCX B.L. HOLE DIST.+ I t1OLE _DIST. TYPE"R" _ . 1 1/2" 1 j_ 55J 13 S5J=16 x 1 1/2" jITI OAL PUNCHED SEA I (IETAIL TYPE"S" HO I I OM CI IORDJ ECEND: STD = NO EXTENSION TYPE -1 = UNE ANGLE EXTENDED TYPE -2 = 110111 ANGLES EXTENDED SHEET: DATE: 2 of 3 10-96 DWG. BY: J.D.S. CHECKED BY: DESIGN NOTES GENERAL STRUT LOAD NOTES ▪ TOP CHORD IS LATERALLY SUPPORTED BY THE ROOF DECK LIVE LOAD DEFLECTION IS U240 ALL STRUT LOADS ARE © BO'FFENA-G14ORDS Toe 44-1thei, STRUT LOADS ARE CAUSED BY WIND — w & SEISMIC—s • MIN. Ita.40ATERIAL AT ALL STRUT JSTS."3-x4-4414- Z3 z.(.171 ▪ 1/3 STRESS INCREASE IS ALLOWED. SPECIAL CRITERIA PER MARK 1. ADD'NL 0 PLF-© 28'-2 Tq 250 PLF 38'-2 (SNOW) 2. STRUT LOAD 7.45.1w ) SJIIII,0 C PLEASE SKIP A SPACE BETWEEN JOIST MARKS. SJ & LSJ BILL of MATERIALS Quantity totals this sheet: 104 TCXL TCXR BASE SEAT DIM. BCXL BCXR PUNCHED SEATS MARK QTY JOIST TYPE OAL LOTH TYPE LGTH TYPE LENGTH BDL BDR LGTH TYPE LGTH TYPE HLE HRE GA. REMARKS J1 32 � 24KS' 38'-3 1/4 — 45 11 1/2 R 37'-3 3/4 1 1/4 — 3 1/4 ¢•Vl .t*i J2 13 24KS 37'-111/2 37'-111/2 11/4 11/4 31/4 WA ..., J3 53 24KS 37'-111/2 37'-111/2 11/4 11/4 31/4 r J4 6 24KS 37'-11 1/2 37'-11 1/2 1 1/4 1 1/4 3 1/4 1971125 JOB P40: 22-97-130 JOB: PRICE COSTCO OPTICAL LAB PAINT: GRAY OXIDE SHEET: 3 OF 3 SCALE: 1_30' PRICE COSTCO OPTICAL LAB SECTION 36, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. TUKWILA, WASHINGTON ROUGH GRADING, SURCHARGE AND TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN —EXISTING COSTCO BUILDING / FF -2620 "7- SITE 1II IF a SAXON DRIVE 21.6 / 21 9 INSTALL TEMPORARY INTERCEPTOR ZEE PER W/ROCK CHECK _ DAMS ---.. _.VJ_Jt-UEIAI6-Oft 1. t.-___..--.--- 2 EXIST# FENCING AND (ID BL EMOVED)Vir 1't r ®■F..... OP OF SURCHARC�� QQ PAD 1 PROPOSED PRICE COSTCO OPTICAL LAB SURCHARGE ELEV. = 30.0 FF=25.0 .SU DURATION - 4-5 WEEKS (A RECTEO BY SOILS ENGINEER) 101 DING F . IS 1.5' ABOVE THE R1INARY HIGH WATER MARK TEMPOF7 SEDIMENT TRAP PROVIDE 2' BERM FOR 00410(9ME8 T0P=20.2 W/3:1 SIDE HIGH 90(1099) SLOPES 18=18.24 \22.9 \22.9 / / \229 \22 7 INSTALL TEMPORARY CONSTRUCTION ENTRANCE PER DETAIL SILT 2 PROVIDE 38 LF 12" CULVERT UNDER TEMP. CONST RUCTION ENIHANCL 5' (TOP) -- PROVIDE CATCH BASIN PROTECTION PER C B. SII T FENCE DETAIL SILT. 2 J 23.9 23 9 REM [XIS v� i4 O4 1 IN dU B INSTALL MIRAFI FILTER FABRIC FENCE PER DETAIL SHT. 2 --TOP OF SURCHARGE PAD INSTALL SETTLEMENT PLANES PRIOR TO ANY FILLING OF �^ BUILDING PAD AT THE DIRECTION `J OF THE GEOTECH ENGINEER MP.) INSTALL WRAF! FILTER FABRIC FENCE PER DETM 1 SHT. 2 21 3 '�}�(216 76 4F 101 CONC CL 20025% /. _ `, i yr 9 21.9 1• r 23.2 2 INSTALL TEMPORARY INTERCEPTOR SWALE W/6290 CHECK DAMS PER DETAIL SHT. 2 , 5 227 PROVIDE CATCHI8ASIN PROTECTION PER C.B. SNIT FENCE DETAIL SLIT 336 n'/ EX. CB RIM=23..34 19=18 LEGAL DESCRIPTION --CB 913, TYPE II058" RI/ML02} I}�LID \ j IE=18 D m CONCRETE curl/AND (J.fTTER 20 LF 15''CONC. C-14,/CL. 2 0 0.25% PR0V10E CATCH BASIN 49019CT10N H C B. RII T FENCE DE IL /SLIT . 2 N Thu) portion oih. ant Lot 1. n Section 39. Township 23 No0Ronne 4 East. W M_, gad o Gave ct 1 on o„ p c North, Range 4 Fast, W.M., described as follows: COMMENCING at the Northeast c of Government Lot 1 in said Section 35; THENCE North 87' 44' 04' West along the North line 0f Government Lot 1 in 008 51090n 35, 8 distance of 166.47 feet, THENCE South 01' 51' 30' West, 8 distance of 83.55 teat to the TRUE POINT OF BEGINNING; THENCE South 88' 08' 21" East. 0 distance of 69341 feet 10 the Westerly margin of thes Christenson Rood tals0 known as 70th Avenue South) as conveyed to King County by ins pont recorded under Recording No 1539561; and as s0awn on the Record of Survey recorded under Recording No. 9401049007, T11ENC1. along said Westerly margin the following courses. urse- South E7 30' 20' West, 51.00 feel South 10'52'40'� East, 197.12 feet THENCE leaving said margin North 8e 22' 15" West 30205 feat too pant of curvature; THENCE Southwesterly along 110e ors of a curve to the left having 0 radius of 115.00 feet, through antral angle o1 40' 55' 20 and an no length of 82.14 feel to a point of reve se curvature. THENCE Southwesterly a ong urc of a curve to the right having a radius 0f 30.00 feet through a central angle of 40' 28' 55' and 7rc tenon of 21.20 feet THENCE North 88' 48' 41' West, 33421 feet to 0 pint which bears South 01' 58' 39" West the !RUE POINT OF BEGINNING; Iron] HLN[E North 01' 51' 39" Fast, 263 98 feet to the TRUE POINT OF BE019141140 -9Z- ---EXISnNG ASPHALT PAVEMENT PROVIDE CATCH BASIN PROTECTION PER C.O. SILT FENCE DETAIL SIIT. 2 -INSTALL MIRAN1 VILTER. FABRIC FENCE PER, 2' DETAIL SHT. i i FFXLSIING FIOME DEPOT BUILDING VI 4)t) BENCHMARK REFER TO M.S.L. (MEAN SEA LEVEL) DATA OBTAINED FROM THE CITY Or TUKWILA AND ARE MASLD ON ELEVATION 34.98 USING BENCH MARK F4. DESCR1890 AS FOLLOWS: NGS BRASS CAP DISK WITH DESIGNATION F460 IN THE TOP OF THE NORTHEAST CONCRETE ABUTMENT OF THE FRANK ZEPP BRIDGE OVER THE GREEN RIVER ON SOUIH 180TH STREET. BENCHMARK SET FOR SITE USE: EXISTING CHISELED SQUARE IN TOP OF 400111EAST CORNER OF CONCRETE WALK. LLEV,=27.40 BASIS OF BEARING RECORD OF SURVEY REG. # 9401049007 BOOK 96 OF SURVEYS, PAGE 124 DATUM NGS ESTIMATED EARTHWORK QUANTITIES: CUT = 5,500 CP FILL = 13,500 CY APPROX_ 9,000 04 OF FILL TO BE REMOVED $)11)0HARGF FILL LEGEND: EXISTING CATCH BASIN FILI00 FABRIC FENCE ,415115); DRAINAGE PIPE 24 0051449104 SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WREPLACING E SUT E DEPVEY MON00 OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY WAC 2-140 APPLICATIONS MAY BE AFFECTED BY CONSTRUCTION CTI ON PURSUANT R WAC APPLICATIONS APPLICATIONS MUST BE COMPLETED 08 A REGISTERED IAND SURVEYOR }L WASHINGTON FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THERING OFFICET8 DEPARTMENT TELEPH009 0 NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE 90 TELEPHONE AT (106) 902-1190 WASHINGTON STATE DEPARTMENT Of NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. /060 OLYMPIA. WASHINGTON 96504 7060 UPON COMP [ION OF CONSTRUCTION. ALL MONUMEN S DISPLACED.REMOVED. OR DESTROYED n l 3F P ,ED NY A REGISTERED AND SURVEYOR, AT THE COST AND AT THE DRC ION HIE CONTRACTOR, PURSUANT r0 THESE RE ULATONSITIE APPROPRIATE ORD T R REPLACEMENT OF SAID MONUMENT i 0 SHA t ALSO BE THE RESPONSE, HE GONTRACTOR. CALL BEFORE YOU DIG: 1-800-424-5555 ORDINARY 1-1104H WATER MARK ELEV.. 23.5 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not autIIonco violations of adopted standards or ordinances. The responsibility for the adequacy of the design rets totally with Me designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities Inspector. Date: 10- ITh- Q6 By: f2/ PW 96-0236 L,I -0281 5D PW Q6 -0286 RCC7GSoo BEcEIVE[3 CT •I1 _ELI;) CITY O ETUKWIL0 OCT 1 01998 NOTE: REFER TO GE0110 LINEAL RFPO91 Br i.EO 00140010), DATED JLr 18, 19W FOR ALL P YETI 'F1C1H AND CR/SUN LUNIHIL LONSIRU) OL [04849ILR0 B_ECFI VED 8Y pW O0086 for 1996 UTILITY CONFLICT NOTE, CAUTION, THE ":TOR SHALL BE RESPONSIBLE FOP VERIFYINGTHE LOCATION. DIMENSION, C DEPTH OF ALL EXTSTTNG UTILITIES WHETHER SHOWN ON THESE PIANS OR NOT BY POTHILT INT. THE ares1E5 AND SURVEYING THE HORIZONTAL AND VERTIW. LOCATION PRIOR 10 CONSTRUCTION THIS SHATL EE1 1OCA 43 600 24-55 5 D ENPOTHOLING An OE 1HE EXISTING E'LOCATIONS OF NEW UTIEITt CROSSINGS VELI PT WHETHER OR NOT 0 C . EXIST. 0 D 11 F. FSHOWN ON ;.E PIANS ARF BASED UPON THE UNVER HED PUBLIC INT ORMA ION ANL ARE So., I- vAR AT.. IF CONFLICTS SHOULD OCCUR, THE CONTRACTORSHALL CONSULT BARGIAUSEN CONSULTING ENGINEER';, INC TO RCSYILVE ALL PROBLEMS PRIOR 10 PROC FIT L NG WIIFT CONSTRUCTION Doc,- opt >- m 0 w 1- 0 z w cc 0 1 cc (n z CC 0 S tit cc MULVANNY PARTNERSHIP EROSION AND SEDIMENTATION CONTROL PLAN ORTHUP WAY No. E 300 PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON �Nr /6 '-4( 401090. ?'T3-91 N EROSION CONTROL NOTES: 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (TESC) PUN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.0:, SIZE AND LOCAPON OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTIONFACILRIES, 001101ES, ETC.). 2. THE IMPLEMENTATION OF THESE TESC PLANS 410 THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES IS THE RESPONSIBILITY OF THE APPUCANT/TESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. ME BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING MRS : SHAW' BE MAINTAINED. BY THE APPUCANT/TESC SUPERVISOR FOR TEE DURATION OF CONSTRUCTION. 4. THE TESC FACILMES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR TM CONJUNTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE ;THAT'THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE. SYSTEMS, AND ADJACENT PROPERTIES . IS MINIMIZED. THE TESC FACILITIES 5801VN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SRE CONDITIONS. DURING THE CONSTRUCNON PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS." AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDRI040 (e.g. ADDMONAL SUMP RELOCATION OF DITCHES AND SILT FENCES, etc.) 6. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/(ESC SUPERVISOR. AND MATI41AINED TO ENSURE CONTINUED PROPER FUNCTONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY SEASON AND OFMONTHLYW840445 OUTING THE DRY SEASON WET 1 10 SEPT. 30). MARCH 31) 7. ANY AREA OF EXPOSED SOILS. INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABUZED WITH THE APPROVED TESC METHODS (e.g., SEEDING, MULCHING, PLASTIC COVERING, etc). 0. ANY AREA NEEDING TESC MEASURE, NOT REQUIRING IMMEDIATE ATTE141014, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. AT NO TIME SHALL MORE THAN 1 FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. All CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH' SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. CONSTRUCTION SEQUENCE: PRIOR TO CONSTRUCTION 1. CONFIRM THAT ALL APPUCABLE CONSTRUCTION PERMITS HAVE BEEN SECURED. 2. INSURE THAT ALL NECESSARY PRECONS1RUCTION MEETINGS HAVE BEEN HELD PRIOR TO ANY CONSTRUCTION ACD011E5. 3. LOCATE EXISTING UTILITIES AND INITIATE COORDINATION WITH nun AGENCIES. 4. INSTALL SILT FENCE AS SHOWN ON THIS PLAN. 5. IMPLEMENT ADDITIONAL SILTATION CONTROL MEASURES AS DIRECTED BY THE CITY.. AUTHORTTES 411)/0R AS SHOWN ON THIS PLAN. DURING CONSTRUCTION 1. STRIP PAVEMENT AREAS. 2. OVER -EXCAVATE AND REMOVE LOOSE OR SOFT MATERIAL TO A DEPTH THAT WILL PRONE A STABLE BASE FOR STRUCTURAL FILL AS SPECIFIED IN SOILS REPORT. 3. INSTALL STORM SEWER PIPES AND. CATCH BASINS PER APPROVED PIANS. 4. PROVIDE TEMPORARY CATCH BASIN SILT TRAPS ON CATCH BASINS, A/40 MAINTAIN UNTIL DANGER OF SILTATION HAS PASSED. 5. INSTALL REMAINING UTILITIES, E.G. WATER, SEWER, GAS, ETC. 6. PLACE AND COMPACT FILL MATERIAL IN ACCORDANCE WITH SOILS ENGINEER'S RECOMMENDATIONS AND/0R PROJECT SPECIFICATIONS. 7. BEGIN SITE STRUCTURES. 8. FINAL GRADE, COMPLETE UTE WORK AND PAVE SITE. ATTER CONSTRUC0ON I. LANDSCAPE AND PROVIDE EROSION PROTECTION ON ALL DISTURBED AREAS. 2. 08T0N FINAL SITE APPROVAL FROM CRY OFFICALS. 3. REMOVE THE REMAINING TEMPORARY EROSION/SEDIMENTATION CONTROL ONLY AFTER SITE HAS BEEN STABILIZED AND CRY OF TUKWILA 004 DEVELOPMENT INSPECTOR HAS 44PR0VE0 THE REMOVAL. 4. CLEAN UP STORM DRAINAGE SYSTEM. DD NOT FLUSH SEDIMENT OFF THE SITE. t,q bUxq CONSTRUCTION NOTES AND DETAILS 2"x4" WOOD POST ALT: STEEL FENCE POSTS FILTER FABRIC MATERIAL 2"42'214 GA. WIRE FABRIC OR 40512. PROVIDE 75" - 1.5' WASHED GRAVEL BACKF1LL IN TRENCH AND ON BOTH -- SIDES OF FILTER FENCE FABRIC ON THE SURFACE _ FILTER FABRIC MATERIAL 36" WIDE ROLLS, USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE. 2'x2.414 GA. WIRE FABRIC 0R EQUIV. IIIII_ 1 17-7- 1 -7I MATERNONO 0"Al2' TRENCH -11 s I � 6 MA% -1 I �_Y xb" W000 POSTS STANDARDFENCOR E PTA U OR 40201 AL14RNAYE: STEEL SILT FENCE DETAIL 001 TO SCALE FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGITT OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED T00ETHER ONLY AT A SUPPORT POST, WITH 7. MINIMUM 6 -INCH MEM', AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY It410 THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD. POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN. STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL. 8E FASTENED SECURELY TO THE 11215102E S10E OF THE POSTS USING HEAVY DUEY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM CF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN.EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING AR4 USED, THE WIRE MESHSUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 --INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. NOTES: CONTRACTORS RESPONSIBILITY .FOR MAINTAINING & CLEANING THE APPROACH ON. A REGULAR B441S. IF DIRECTED 8Y THE, COUNTY ADDITIONAL QUARRY SPALLS MUST BE ADDED. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. R= 25' MIN 8" .A-- 4"-8' QUARRY SPALLS F TEMPORARY CONSTRUCTION ENTRANCE NOT TO "SCALE 1.0' MIN. FLOW 3' SWALE - ROWUN1 ROCK CHECK DAM 05' MIN. KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X'BECTION AT ROCK. CHECK DAM KEY ROCK INTO SWALE MIN. 0.25' ROCK DAM X-8EC1104 ROCK CHECK DAM DETAILS SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE. ROCK SHALL BE 4' MINUS Q'TARRY ROCK. NOT TO SCALE NOTE. 1) DO NOT PLACE FABIRC UNDER GRATE 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING WRAP GRATE W/ FABRIC & REMOVE ABOVE COMPLETING CB ADJUSTMENT & AWING WATER TIGHT. FILTER FABRIC CATCH BASIN WITH GRATE PERIMETER SEDIMENT SUMP. 3/4' OR LESS WASHED ROCK FILTER OVER FILTER FABRIC 3' APART (MAX.) ISOMETRIC PLAN VEW Yx2"44"(MIN W00044 STAKES, DRIVEN INTO GROUND 1B" (MIN.) IN DEPTH, SEDIMENT SUMP BURIED FILTER FABRIC -14108 4 511.- r_ 1YPICAL. SECTION A A C.B. SILT FENCE DETAIL NOT TO SCALE 0180 ROU O 07 OF TUKWIM OCT 1 0 1996 PERMIT CENTER co 0 0 O O F co0 PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON MULVANNY PARTNERSHIP O CCI coo W O z F.. yQ z Q CC LLT Oz N J o w 0") E, o a 1 $ o n a v $ ce 25 Es a � _2 N N 00 24 22 20 1" -pa SAXON DRIVE PLAN AND PROFILE A PORTION OF THE NE 1/4 OF SEC11ON 35 AND THE NW 1/4 OF SECTION 36, T.23N. R.4E., W.M. KING COUNTY , WA NOTE. ADJUST STAIRS R. PROVIDE 5" MIN., MAX.TO 7" MPDSTEPS. EXISTING COSTCO BUILDING FF = 26.20 8 4! B. EX. 6"_SD EX. 6" SD I I olT ' NII ?+11 kkkkkk , u 41 PRIVATE R\W 91,07No. 6180359 _ __ —_ — —� 0 22.44 TOP 21.94 FL -41ENCHMARK, ' CHISELED SQUARE EL=27.40 122E: 693.41 CURVE DATA A R 8657'32" 25.00' 38.82' 24.55' 90'52'20' 25.00' 39.65' 25.38' G`o HOME DEPOT USA, INC. LAX LOT N0. 362304-9074 12%,0V.4 PROPOSED GUTTER FLOWUNE ON SOUTH ODE OF SAXON DRIVE EXISTING GROUND AT CENTER OF EXISTING STREET 19 PRNATE 4\W Rec. No. 6138154 20 TOP 3 6.70 12 uJ 7 NO1E: CONTRACTOR SHALL MILL THE EXISTING PAVEMENT A10NG THE AREAS WHERE THE OVERLAY MATCHES EXISTING IN ORDER TO PROVIDE A SMOOTH TRANS1ON BETWEEN NEW PAVEMENT AND EXISTING PAVEMENT TO REMAIN. SLOPE VARIES ttP 19 a 'r 24 J / 22 APPROVED PER PUBLIC WORKS LETTER DATED 10 fS % PWRES-o o GENERAL NOTES: 0 EXISTING SIDEWALK AND MONOLITHIC CURB TO REMAIN EXISTING FIRE HYDRANT TO REMAJN EXISTING SIDEWALK TO REMAIN EXISTING CURB AND GUTTER TO REMAIN EXISTING EDGE OF PAVEMENT © EXISTING 30' WIDE ASPHALT DRIVE WITH 2' CONC. CURB AND GUTTER EACH SIDE A EXISTING EXTRUDED CURB. CONSTRUCTION NOTES' Ol INSTALL NEW 2' WIDE VERTICAL CURB AND GUTTER PER CRY STANDARDS. O INSTALL NEW 6' WIDE CONCRETE SIDEWALK PER CITY STANDARDS. 0 RELOCATE EXISTING STREET UGHT TO BACK OF NEW `SIDEWALK ® REMOVE IXIST080 LANDSCAPE BETWEEN EXISTING FENCE AND EXISTING EXTRUDED CURB. O$ RELOCATE EXISTING MAILBOX TO BEHIND NEW CONCRETE CURB © EXISTING CHAIN LINK FENCE TO BE REMOVED. 0 RELOCATE D1191190 CATCH BASIN TO NEW GUTTER FLOW UNE O REMOVE EXISTING ASPHALT RAMP. 0 REMOVE EXISTING SIDEWALK, CURB AND GUTTER AND INSTALL NEW 15' DRIVEWAY PER CRY STANDARDS. Vy7. /RECEIVER i0'("OFTUKWILA 10 REPLACE COMING 12" CONC. PIPE WITH 12 LF NEW 1Y CONC. PIPE ADIaST EXISTING RIM TO FINISH GRADE � T j1996 64'REMOVE EXISTING SIDEWALK, CURB AND GUTTER 13 INSTALL NEW 90' WIDE DR6EWAY PER CITY STANDARDS. $AWCUT (SEE SECTIONS) 1© INSTALL PEDESTRIAN RAMP PER.CII4 STANDARDS. ©' ADJUST 605096 RIM TO FINISH GRADE AND PROVIDE SOUD LID. © REMOVE EXISTING CURB INSTALL 241 WIDE COMMERCIAL DITVEWAY PER CITY STAN DS. b`QO ROADWAY IMPROVEMENT PLAN 6 co �H 17 b I 5 3 Q Urbd Dor idol o Company MB,MR 290 cOVERAOE ,'z wTh—n'— f=,IRFAoo 1�%: , f STANDING SEAM ROOF PANELS (SSR) 56 COVERAGE SURFACE ROOF PNL BEARING EDGE (ROOF PALS ONLY) ,ANEL RIB WALL PANELS (PR) 230'-0" DETAIL CALLOUT LEGEND DETAIL NUMBER --- Oa— DETAIL NUMBER �— PAGE LOCATED RC01Q1 9 1 21 SED NUMBER -...1---PAGE LOCATED NESE DOCUMENTS REVIEWED F RI STRUCTURAL PER UNIFORM NON-STRUCTURAL PER UN, Fl WAG 51,20 eARRIER.EREE RE,THE ;anQ.ea NT IS RESPONSIBLE PCR CC, `OEMANCE WITH ALL APELICABLE ORDINANCES EU".' _. ID REQUIREMENT: AHO INTERPRETATIONS OF THE 60, 57100 AUTHORITY. This Certificate is to affirm p that oil components of the Metal Building System in described clew to be with the sfolloowingbyC VarcCodes and duden Standardsl nosy caove rry the loads l and loadcombinationsspecified. an n 1. DESCRIPTION Building Name & Site Location: COSTCO OPTICAL FACILITY 1160 SAXON DR. TUKWILA, WA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) 1994 UBC Code Supplements & Dates WAS HINo.Tn 3 t,rA-rE_ A e •10.13 3. DESIGN LOADS a. Roof live load 10 (psf) f44 -REDUCIBLE I1844 94 b. S ow Load Basic ground snow load 3571(psf) Basic roof snow load 25.0 (psf) Importance factor 1.0 snow exposure factor Ce=0.7 Drifting snow S"is not required in the design c. Seismic Zone, Importance factor 1.0 Wind Load Basic wind speed 80 (mph) (psf) Exposure C Importance factor 1,0 d. e. Collatoral Load (not including mechanical units or draft curtians) Joist 8 psf or 6.5 psf plus sprinkler concentrated loads whichever is more critical Frames 4 sf f. Dead Loads Weight of roof structure 6.0 (psf) g. Special Loads The following special loads were considered: Mechanical equipment on roof Sprinkler lines, canopy & other reactions as noted on structural drawings Authorized Signature Name Date 1 _ MATERIALS STRUCTURAL -EE .I ATE COLD FORMED LIGHT GAGE SHAPES BRACE 2000 HOT ROLLD MILL SHAPES ROOF AND WALL SHEDS BOLTS STEEL PIPE STRUCTURAL TUBE GENERAL NOTES ASTM DESIGNAIION A529 OR Ab/2 A570 A572 A36 OR A572 A446 A307 OR A325 A53 A500 - SC - !GRAD,' GRADE STS GRADE 65. UNLESS NOTE) = 36 KSI OR GO IASI FY- 50 KSI (GRADE ')'' A307 UNLESS NOTED GRADE' B' GRADE"R" 46 KSI 2. STRUCTURAL PRIMER SHOP PRIMER PAINT 15 A RUST I NHIBUIVE PRIMER AND IS MARCO-PRUDEN COLOR MOLINE CRAY THIS PAINT IS NOT INTENDED OR LONG TERM EXPOSURE TO THE ELEMENTS. 3 A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325 -N UNLESS SPECIFICALLY NOTED OTHERWISE. STRUCTIIRAI ROI TS SHAH 8E TIGHTENED BY THE TURN»'OF- HL NUT MLTI-100 IN ACCORDANCE WITH THE NINTH EDITION, AISC -SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR 0490 BOL IS". PER SECTION BD. 1, A325 BOLTS MAY BF INSTALLED WITHOUT WASHERS WHEN IIGH I ENED HY IHE TURN-OF-T+2E-NUT METHOD WHEN- STANDARD HOLES -ARE --USED IN BOTH PLYS OF THE CONNECI ED MATER AL. TYPICAL CONNLCIIONS DO NOT REQUIRE WASHERS. SEE SPECIAL DETAILS FOR WASHER REQUIREMENTS. ALL HIGH STRENGTH BOLTS, EXCEPT AS NOTED OTHERWF, ARE SUBJECT TO DIRECT TENSION AND REQUIRE SPECIAL INSPECTION A5 DEFINED BY TH 1994 I NIIFFORMVBUILDING CODE AND AISC. ALL BOLTED CONNECTIONS AS FOLLOWS ARE 001 SUBJECT TO DI RFCT TENSION: BAR JOIST TOP CI -.ORD TO 'RAFTEF BOLTED CONNECTIONS, ROOF AND WALL ROD BRACING BOLTED CONNECTIONS. PER ABOVE SPECIFICATION "BOLTS IN CONNECTIONS AS NOT BEING SLIP CRITICAL NOR SIIRFC' ;IRFC" -ENSIGN NEED NO. J__ IN1 SPECTED FOR BOLT TENSION OTHER THAN 0 ENSURE THAT THE PI IES ^--HE -;oNNECT,TFv'='QTc_ HAVE BEEN PROI;^'-'T NT^ SNUG CONTACT'. 4. FIELD v'E_OINt ALL HELD 'MELDING _JECTROJS SHALL BF F70XX UNLESS SPECIFICALLY NOTED OTHERWISE. ALL 20 LLD WELDING SHALL 110 PERFORMED BY WAS() CERTIFIED WELDERS ALL INSPECTION OF 'HELD WELDS SHALL BE PERFORMED BY A WABO CERTIFIED WELDING NSPEC:CR AS REQUIRED BY THE 94 .,.0 AND HE CURRENT VJA,B0 STRUCTURAL WELDING CODE. �II 265, 5 BUILDER/CONTRACTOR RESPONSIBILITIES MARCO-PRUDENS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS SI I PULAI LD 0II1L12WISL ,N.I IL CONTRACTDOCUMFNTS, MARCO-PRUDEN'5 DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN T! -E WORK. (A VARCO-"PRUDEN SPECIFICATION BOOKLET IS AVAILABLE UPON REQUES1'1 IN CASE OF DI SLi2LPANCILS BETWEEN VARGO-PRUDEN STRUCTURAL PLANS AND PLANS FOR OTHER 'PA DES. IHE MARCO-PRUDEN-,.52,5 SHALL GOVERN. IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY OERMITS FROM CITY, COUNTY, SIATE, OR FEDERAL AGENCIES, AS REQUIRED. APPROVAL OF MARCO-PRUDEN DRAWINGS CONSTIIUIES TILE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE VARCO-PRUDEN INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED VARCO-PRUDEN APPROVAL PACKAGE CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO IH0 BUILDER / CONTRACTOR ,FOR MATERIAL, ENGINEERING, AND HANDLING FEES_ SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM II IL FABRICATION AND / 012 SHIPPING SCHEDULE_ A PENALTY FEE MAY BE CHARGED '7 THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS VARCO-PRUDEN DESIGN AND DETAILING APPROACH COMPLIES An it THE PURCHASE ORDER. IHE BUILDER , CONTRACTOR OR A/L FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILII' CONCERNING ANY MATERIALS NOT FURNISHED BY MARCO- PPU DEN ARE DESIGN CR,TER+A On RN'NG THIS INTERFACE BETWEEN MATERIAL S I5 'U1R2I.SH'D AS PART THE PURCHASE ORDER /ARCO PRODEN ASSUMPTIONS WILL GOVERN. THE BUILDER i CONTRACTOR IS RESPONSIBLE TO INSURE THAI ALL OTHER PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABI E REQUIREMENTS OF ANY GOVERNING BUILDING AUTI IORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FOR THE VARCO-PRUDEN BUILDING ODES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT VARCO-PRUDEN OR ITS DESIGN ENGINEER IS ACI INC; AS 111E ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS TO 111E STRUCTURAL SYSTEM FURNISHED BY MARCO-PRUDEN, IN COMPLIANCE WITH ALL REQUIRLMLN IS OF THE PURCHASE ORDER_ THE BUILDER / CONTRACTOR 0 RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH VARCO-PRUDEN'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL_ 6. VARCO—PRUDIN CERTIFICATION p��^ VARCO-PRUDEN I5 AN APPROVED FABRICATOR WITH THE FOLL6VOIN'G✓CIMEA.AONS: AISC MB (ALL PLANTS) J H LAWDER, INC. ICBG FA -240 (CA PLANT ONLY) SPAN CONST ySE(�UGTURAL ENGINEERS CITY OF SEAT OLE (CA PLANT ONLY) ENOR. DEPT. P.O. Box 3206 CITY OF LOS ANGELES TYPE 1 FABRICATOR (CA PLANT ONLY) Modesto, California 95353 CANADIAN WELDING BUREAU DIVISION 1 (CA & WI PLANTS ONLY) 6. VARCO—PRUDEN DOES NOT DESIGN OR FURNISH ANY EMBEDDED ITEMS OR MASONRY ANCHORS. ALL REFERENCES TO SUCH PARTS ON THESE DRAWINGS ARE FOR CROSS REFERENCE ONLY. REFER IG STRUCI URAL DRAWINGS FOR REQUIREMENTS REGARDING EMBEDMENTS AND ANCHORS. 176i6 -Oozy GE DNB OPER feaza DRAWING REVISIONS REVISION / 59017(0 REASON DATE SHEET DESCRIPRO Cover Sheet OUO 1F1 I I-72.90 Spon Construction & Engineering PnceCostco Tukwila, WA [] D DJ2 Z9664144-0 !0/24/9!0 4485-PriceCostco Optical Facility VARCO-PRUDEN BUILDINGS R�,wRTR368 JRS� 0,85 FILEN/WE_ VnNSP, .IOW .coacovux RECEIVED NOV 2 71996 COVER ),esus 0 0 0 0 '1141 - red 'RECEIVED SPFN CONST. R LNG. ENGR. 000T. 1.3rnfs vcib-oW Building Code: 1994 URC Live Loud WO Trig Red): 200 psf Coll. Load (gravity): SEE P4_1 Coll. Load (uplift): 0.0 psf Wind Speed: 800 m0 Wind Exp. Category: C Ground snow: Roof Snow: 25.0 25.0 psf Snow Gp. Category: URA Seismic Zone 3 Building Use Category: Auxiliary Loads.: NON! DESCRIBED IN IRE APPLICAFIDE PURCHASE ORDEN ADD DIDDLIE NOT BE MODIFIED, REPRODUCED OR USED FOR W4 o MCO RITEW d atDisxn• INCLI• WIEW MCI USE OF It -WORMY ANCHOR BOLT LAYOUT -mors 11 WD9662144-01 DATE DESCRIPTOR Span Construction & Engineering PriceCostco Tukwila, WA .;,a3. Gil GTIRE DATE 1o/24/oCE P°°'rcr 4485—PriceCostco—Tukwila, WA NTS Optical Facility VARCO—PRUDEN BUILDINGS panwry/wscx JRS��ns 'Cr 1 OF 26 919 .0V°osms1CO\Tax c<- scuc. BOTNOTTOM oP " '/: I FINISHED FLOOR el COLUMN PACING SPEW ALL ill O .0 PH N I ,q �© I PI I VARIES q � uT ■ ENDWALL _ COLUMfi _SPACING - _ B G -- T- o .: - ELEVAPO 000' sE§ co v I_ 11 16. L'1114:11 - U (SEE ABOVE) ITL `• • kt 1 6 EH UT .. ... „ 6" 6" b.\\‘‘..\\\ 2 1/2 2 1/2 l\` i FINISHED FLOOR ELEVATION 00'-0" 1 -6' 0 ANCHOR BOLT PROJECTION EXTERIOR COLUMN BASEPLATE DETAIL INTERIOR COLUMN BASEPLATE DETAIL A (4) 1"0 A-36 ANCHOR BOLTS BASEPLATE: 3/4" x 16" x 16" BASEPLATE ELEVATION: 99'-1 1/2" B (2) 1"0 RASEPLATE: BASEPLATE A-36 ANCHOR 3/4' x ELEVATION: ROI TS 9" x 12" 100'-0' C (2) 10 A-36 ANCHOR BOLTS BASEPLATE 3/4' x 8" x 16" BASEPLATE ELEVATION: 100'-0" (TYPICAL OF ALL DETAILS) (TYPICAL OF DEI AILS 8,C, 0, E, F, G, H, I, & 3) (TYPICAL OF DETAIL A,) b, SPACING \ 6 SIDEWALL SIDLWALL 44111 r ------ 1 A, A.9 A A9 -� „iiir..,.,, cv rCOLUMN "'' ENDWALL j go h..' IS Si."ar /L. ■ • •-; OM 11 • J ENDWALL in - �'��� I I f inl 5' iii . Ask 0., 41011. A , ... 8 .. . ` L�� \ �`��_/ 0 / / / 11 y \ y \ vy COW SPACING CID �f ice 2 1 /2" 2 1/2" \ \\\\ 00\ 00 SIDLWALL SIDEWALL SIDEWALL © DBASEPLATE: (2) 1"0 0-36 ANCHOR BOLTS(2) 3/4" x 9" x 12" BASEPLATE ELEVATION: 100'-0" 1"0 A-36 ANCHOR BOLTS BASEPLATE: 3/4" x 8" x 16" BASEPLATE ELEVATION: 100'-0" -I - (2) 1"0 A-36 ANCHOR BOL TS BASEPLATE: 3/4" x 9" x 12" BASEPLATE ELEVATION: 100'-0" (7) 1"0 A-36 ANCHOR BOLTS BASEPLATE 3/4" x 8" x 16" BASEPLATE ELEVATION: 100'-0" H (2) 1"0 A-36 BASEPLATE: BASEPLATE ANCHOR 3/4" x ELEVATION: BOLTS 9" x 12" 100'-0" I (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE: 3/1" x 8" x 16" BASEPLATE ELEVATION: 100'-0" VOI b asosti O LI RECEIVED e IA LAiv / 2 ti sPANGo1uc 0'• ENGa. DEPT,� �I-°I SIDEWALL 460 co ,� .A mo T G (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE 3/4' 0 8" 0 16" BASEPLATE ELEVATION: 100'-0" IENn `Yl INCRETE, GROUT, ANCHOR BOLTS, AND AND OTHER EMBEDDED ITEMS ARE TO BE RNISHED BY OTHERS. - CHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER ,C SPECIFICATIONS (EY = 36051)- ANCHOR BOLT LENGTH AND METHOD OF ANSFERRIN G FORCES FROM ANCHOR 001 TS TO FOOTINGS ARE TO BE DETERMINED OTHERS. SIGN LOADS AND REACTIONS ARE FURNISHED ON 6IHFR DOCUMENTS. 00001 ON MUST BE LEVEL, SQUARE, AND SMOOTH. ANCHOR BOLTS MUST BE CURATELY PLACED AS SHOWN ON THESE DRAWINGS OR STEEL WILL NOT FIT. Building Code- 1590 DK Live Laud (W/0 Trip Red): 20.0 pst Coll- Load gravity): SEE Pq t Call. load (uplift): 00 psf Wind S,ced: 80-0 mon Wind Exp. Colosory- C Ground Snow: INA Root Snow: 25.0 pot Snow Exp. 10[ogory: DNA Seism. zone: 3 Building U5c200 Catogory: 1 Auxilia LoOds: NONE ry - IL nPPao-v0, or vaaco-aauow 044004rvos.'�Kw MD R AND/OR ERECTOR IS SOLELY ""''CURATOOD OVAL. woRxw ERP - eaulxo. cwOlrvO TMI: wRREcr usE Or TEM Anchor Bolt Details Oume q .'De WD9662144-01 8' are EV . C.''Tmox euaoee SPOn Construction & Engineering a.10 ,/24 9l0 ry L,xnJ D ^ [((j """�"^v x""'r"PO51�"'^' "r''''' ' PnnceCostco 'l"'- ux.n ox Tukwila,WA _ 'W VARco—PRUDEN BUILDINGS , v ,., u,m""" �.�,", °'AW �c"Fere JRS/GA5 R,.wee ' 4485—PriceCostco—Tukwila,WA PAs ?_6 r 2 OF MS emTwx 0 Optical Facility FILENAME G RSALL0pseo0000 , 'AA.' RAO o"A.E. BOq r1 OF BASE ° lE ELEVATION tt 'h. ISHED ROOOOR _ COLUMN PACING SIDEWALL &.Ni• A l r / 041111 0��© "� _�` a - o o / ,ROUT ij 4 8IN COWMN SPACING —p 41t - ENDWALL TOP OF (((777 - COLUMN SPACING 7 ELEV -. ct, i' 1111§ -E o (SEEE ADORE) \\\.0 - o \\\\ 6 GR UT \\1 FINISHED FLOOR - • 0 1'-6" ANCHOR BOLT PROJECTION EXTERIOR COLUMN BASEPLATE DETAIL INTERIOR COLUMN BASEPLATE DETAIL A (4) r0 A-36 ANCHOR BOLTS BASEPLATE: 3/4" x 16" x 16' BASEPLATE ELEVATION: 99'-1 1/2" R - (2) 1"0 BASEPLATE BASER AIF A-36 ANCHOR 3/4' x ELEVATION: BOLTS 9" x 12 100'-0" . L (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE: 3/4' x 8" x 16" 8/6028).0/6 8)ATION: 100'-0" (TYPICAL OF ALL DETAILS) (TYPICAL OF DETAILS 8,C, 0, E, 2, G, H, I, & J) (TYPICAL OF DETAIL A,) .o 8 COLUMN SPACING_._� O :'-6" 0 610EWALL "�`a 111114 i _ . A.9 + c,_,.±, A, A.9,\SIDEwnLLEV\ ILLLLLCCL4\\\\\\7 - e, Ar v IL 0 _. • ENDWALI t COLUMN SPACING ENOWAL a illE Ed ,a§ - _ . .., „it.. „reit, 1 \ � � � ,,__ � T u SPACING E® 2.. 1 2 1/2” /2.. ��JR t _1 00 SIDEWALL SIDEWALL © SIDEWALL U (2) 1"0 A-36 ANCHOR BOLTS 3/4"-3 E: BASEPLATE x 9' x 12' BASEPI ATF FI1VA TION: 100'-0" E (2) 1"0 A-36 ANCHOR BOLTSA' BASEPLA FE: 3/4" x 8" x 16" BASEPLATE ELEVATION: 100'-0" -I - .. (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE: 3 4 x 9" x 12" / BASEPLATE ELEVATION: 100'-0" (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE 3/1" x 8" x 16" / BASEPLATE ELEVATION: 100'-0' u 11 (2) 1"0 0-36 ANCHOR /../.' BASEPLATE: 3/4" x BASEPLATE ELEVATION' BOL IS 9" x 12" 100'-0" (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE. 3 x 8" x 16' HASFPIAIF6 EL6VA 110N: 100'-0" _. aib.,...00LI RECEIVED,1) ,it�n.LA 6F sPANCONSTxENG. 395 7i/ il. ENGft. DEPT. Rq,�p�{ 40N"'V y PA 1.111 SDEWALL im I A Ij 22A /���II.rIrA J (2) 1"0 A-36 ANCHOR BOLTS BASEPLATE 3/4" x 8" 6 16" BASEPLATE ELENAI 1(20 100'-0" i.... 1 -Po-91 .GNGRETE, GROUT, AN0000 (111.1', AND ANT OF 9601)00 NEMS ARE TO BE URNISHEO BY OTERS- WCHOR HOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER V5C SPECIFICATIONS (Fy = 36651). ANCHOR BOLT LENGTH AND METHOD OF 'RANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED 3Y OTHERS. )FSIGN WADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 1CC0001' LY 905T BE LESHL, SQUARE, AND FLAWING R S EE BOLLS MUST HE ACCURATELY PLACED AS SHOWN ON THESE DRAWINGS OR STEEL WILL NOT FIT. Rinlding Code-1994 UBC ode Live Load (W/0 Trib Red)-. 20.0 psf Live COLI. Load (gravity): SEE Pg.t Cold Load (uplift): 00 psf Wind speed: 800 (DO Wind Exp. CBmgary: C Ground Snow: INA. Roof Snow: 25.0 psf Snow Exp. Cotago0: DMA. Seismic Zone: 3 5001 00 Use Category: Au Iia Loud, NONE x' 7 - 1' YraggraffroAr Egegn. THE w.f. H FOP ARMOR. OF VARO-PIA1EN Bunn BUILDINGS. m R /°H eRER°R 0 sotEe, N9000 tiR 000U0000 °0000 0�; .00000000 0, _ eNnc,Np. INCLUDING THE coaNwT use or reurONaRr Anchor Bolt Details 0umc q NO. 0e W09662144-01 Rev osrc Sy DESORPTION 1L°c" Span Construction Engineering P 9 9 10 /24/910 D 000000 0000YQQ � L1S�Ov°° PriceCostco nus - r0)00 °` TukwiIP,WA VARCO-PRUDENUILDING BUILDINGS "0.-....'k... mwm 0000 x0000 JRS/GR5 aNaee T 4485-PriceCostco-TukwiIG,WA ° 26 2 OF T'tT$ ewww ° Optical FGCI)ItYALc r „, L TOXIO FLITCXO FLITCXI 1,523 F SCAB .523 L Z- TCARI 230'-0° dq�-oaa1-1 .m. u061.. P o, , z Bldg. , Name a. . A325 HIGH STRENGTH BOLIS SHALL BE TIGHTENED IN ACCORDANCE FR. THE NOVEMBER 13, 1985. ALLOWABLE STRESS FICATION FOR STRUC1URAL JOINTS USING AS. 0325 OR >490 aoLrs SECTION 8. WI 111 UT TIGHTENING.. I2. o / CLIP CONNECTIONS UNLESS NOTEO OTHEARISE. SEE JOB OETAILS FOR BOLT LENGTHS/NSTALLATION OF AOEOUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION15 COMPLETE, IS THE RESPONSIBILITY OF THF ERECTOR RECEIVED BooIding ; LiVe LOW/C0Wind Speed 80. mphWind Exp. Cat .Ground Snow: GI 7 ostRoof Snow: 203.0 ostSnow Exp. Cat 1Seism. Zone: MAIn1 FRAMING i[A COS GENIUS OG A ION F,_ecosoco .+n 4485-vr,cecoseco-r„kw,Ia. Na eux,o,xo EP! . WD9662.I44-O L o..e/o1�4�9G Lv.J 1WNET, BAGS MFG ASSN *TMe VARCO—PRUDEN on<u BUILDINGS �a �5 �6A5 PRIMA,. FRAMING SIZE CHAIN A325 DOLT CONNECTION CHART FRAME CLEARANCES RT -NO FL6 iI1K T WD WEB DIN 6.0/6 P A orDiameter _e^/9ztn cal Clearance Under ram = -1 1/2 ' LENSIP 6R/END Vertical learance Under Frame - - 1/2" 17041 -188 0/6.0 2 3/4"3/Acal Clearance Under 180x2 1/4 X 5.0 .188 149/14-0 26 6 3 3/4- I 3/4 3/111 5.0 188 14-0/14.0 Vertical Clearance Under ram - 16.-10 5/8' 1E1603Vertical Clearance Under FraMe at TOXIO = 162-4/18' 1E0x4 1 .108 0/14.0 '/" cal Clearance- /a' 10005 ,. .106 / 2 ;2 „ Vertical Clearance U Ue rame at FL ITC% 2 = 1 - J/e' a _.. 1808 _ 1 1/2 11-007 IGOE.108 6 0/6.01/2 .180 / - :/2 , 1/r" H r. 1 Clearance J 33' 11,82 TuDe1-1,09 400e100 .0/6.0 15.9 I 1/2" 11 0110ed Floor Elevation = 100.-0.. OdrOess Otherwise Noteal X10 TUDe.118 6 0/6-0 1 4 1/2 1 1/2. 100211 Tone.188 6 0/6.0 16.4 ITCx12 Tone 188 -0/6-0 15-9 MARK# PART NAME DISC. LENGTH FHC5010 FRAME HOT ROLLED CHANNEL C15 X 33.9 1T-7172' FHC5011 FRAME HOT ROLLED CHANNEL C15 X 33.9 24'-11 1/2" FHC5012 FRAM@ HOT ROLLED CHANNEL 015 X 33.9 11'-5 172. FHC5013 FRP19& HOT ROLLED CHANNEL 015 X 33.9 13-71/4' 80'-0 3/16" 5 CIS x339 I I sro- gA� Jol5T C.tirlccr 1813 P GISX 33-9 0/5 x3-5.9 bV c;' < r ME - (RA FT ER� ��I la AP Sr10 2 / .I o15 STR,iT .301ST Go'4N0.8tto.� GISx33.1 AI '6/4NSNEL- _.3011‘1, FCT18IIgir- YIEW re -or, T P, 4 CHANNEL _coN1J. @ EAVE- ¢ /E� 0 O EMBE05,KAA5'Y. Pa1CHO49.h E 5)1E,2t 0EO1G,_1 0.08E 131( (r -� 0Y>�ERh FI3A2F_ RAFTER 1 1�¢ 91" CMU r TOFF COL 0.l ¢ 3/ 3®9" t=413 09s.RNn C HtiINE` Ge NH4,9-TION (2Doan U.11, 9 0.250:12 F c5c, 2 @ 3'- P1 -)4)13/30r 250. 12 11 1AOT 1'-6 7/1E" 2 2 2'..11 1/16. 4'-0 1/16' - P err,, waw- 0890/00 earn x06.. me oro,29, 2 Bldg 1 9195e- 10 P may , HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCOWDANCE WITH THE ,ENSFR 13. 1985. ALLOWABLE lUCTURAL JOINTS USING ASTF$ ABz, OR A490 BOLT, SECTION 8. W'S DESIGN 'SPECIFICATION I ID 0 F -D1/ RAMC. GIRT TO FRAME. AND GIRT TO , CONNECTIONS UNLESS NOTED OTWEHNISE. SEE JOB DETAILS FOR OCILT LENGTHS. ITALLATION OE ADEOUATE TEWORARY BRACING FOR USE UNTIL CONSTRUCTION COmPLETE. IS THE RESPUNSIBILITY OF THE ERECTOR. Elevation at Frame Line 1 .(vIEVI SROM 1.3013E 61-1233. RECEIVED S0ANCONS25// RENO. ENG,. 7. Building Code b4UBC Live a e19,0.20,�ee Coll e Iwlirtl- a,ne Speed: 080.8 Winn Ground Snow. „.7 par Roof Snow, 25 a n51 Seismic Jona Builaina use Cat Auxiliary Leede NONe Frame Elevation suer, coos, Pe ',Cosi es buSlevER ce Costco Tukwila. wA nosarcT 44B5 -Pr 1CeCost on- nlo,. la WA DoILOINe ER r U10/24 19: o 5i LIJ Lam, 110.0 VARCO-PRUDEN a3eS1��F5 BUILDINGS _-- F 24 PRIMARY ;HARING RANI -611 FLC TFIK % HL WEE TRW GEPTh A % SHIP START/ENC 6 /6.0 14 t F2219614 5/16 H6 5 188 _9/19.6 3/0 188 22 0/22 0 15.0 118%15 1/2 a +0 22 0/28 0 RI la 1/2 /16 I8h IP 0.12 0 10.0 118X16 1/4 n18H 12.0/10 4 10.6 1/4 _6 0 188 18.0/12.0 11.4 EL2RBX18 1/2 6 0 250 12.0/35.015 5 1/2 0/20.0 12.6 662118X19 3/8 .0/20.0 15 0 3/8 6.0 FL2TCX20 f0/6.0 14 5 TCX21 Tube 188 _0/7.0 lb 4 TCX22 Tube 7.0/7.0 TCX23 Tube 186 7.0/7.0 15.4 TCX23 .0/7.0 15.4 TCX23 Tube 18G 7.0/7.0 15 4 CX23 rube .188 7.0/7.0 15 4 TCX23 .0/7.0 15.4 TCX23 Tube 188 7 0/7.0 15 4 TCX23 Tube 188 7 0/7.0 15.4 CX23 Tube .88 7.0/7.0 15.4 T N I$1 11 1/2" 12] 1'-5 1/16" 12 2 @ 2'-11 1/16" H� A225 CTSON CHART No9tter Length 1 e1/2 1/2" 3/4' 1 3/4" H 3/4' 1 3/4" 3/4' 2. 3/4' l 3/4" • /2" /2" 10 • 4 f/2" FRAME CL ',FIANCES vertaGal Clearance Scaler Frame CX2014 3641/8' 5/162 VertaCal Clearance Unaer Frame a 16--0 3/8" 6 5/16" rc n a1 Clearance Between TCX13 & EL2TCX20= 133' 1 Elnlsnea =lone Ele.atIon 100"-G. mmees Cener,ae Noreen 5 BO' -0 3/16' 0 250 12 rT u_ I R1114 RE 5 9'9 -. ./c U O 116X16 ® SBX:7 -269618 t7bWL4 v061. me Pre,ky. 2 Blo9. - Plane_ 11 NOTE1 1155 I/z'zx 1%i" A 325 306T5 FOR /ILL 70IST-5 4325 HIGH STRENGTH SOLIS SHALL BE fIGHTENED IN ACCORDANCE wITH THE NOvERBER 1E. 1985. ALLOWABLE STRESS DESIGN "SPECIFIGAT/0N STRUCTURAL JOINTS USING N 4325 OR 4490 BOLTS SECTION BF 141"Tuna-OE-NUT TISHTENING- 2 USE 1/2" DIA. A307 BOLTS FOn puRLIN in ERARE, GIRT To ERAkR. AND GIRT TO CLIP CORRECTIONS UNLESS NOTE0 OTHERwISC. SEE JOB DETAILS FOR BOLT LENGTHS. 3 INSTALLATION OF ABERUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCT/ON . IS COMPLETE. IS THE RESRONSIBILIT, OF THE ERECTOR. 111 Elevation. at Frame Line 2 0-250 f2 @ 3 0 "15- T6) FL2REIX19 RECEIVED SPAN CONST 8 ENG. ENGR. DEPT. SIDEW ALL //-51-10132 BEAM / T T 1 9aUBC Live La 01/0 Trid Red,2 Coll La Weevily,' 8.0 puf Wand Speed- 80.0 mph wind Exp Cat C Ground Snow 41.7 psf Roof Snow: 25.0 osf Snow PneBuilding Use Cala 4t z AUXilia, Loads NONE Frame Elevation bon / Prlce60ata Pr weCos,e 4485-PrlceCostco-T0kvl la BUILDIUG WINc62 144 -01 MlMETMild 10/24/9 lamE VARCO-PRUDEN'! BUILDINGS u55-1 roe S eF2G PRIMARY FRAMING SIZE CHART H PART -NO FLG THX X HC WEB TH DEPTH 708807.SHIP START/ENO LENGTH 1CX13 L311BX26 5/16 3/8 RBX15 1/2 1/2 RBX16 3/16 88077 1/4 1/4 FL3R8X29 3/8 3/8 FL3RBX30 31B 5/15 FL3TCX31 Tube TCX21 Tube TCX22 Tube TCX23 Tube FL3PCX5017 Pipe Tune.188 6.0/6.0 5 6_0 .188 19.9/19.6 9.7 6.0 .188 22.0/22.0 150.0 't .260 22.�/2B 0 6.0 _250 28.0 1.6 6.4 :OE 10.0 6.0 188 12.0/18.0 10.6 6.0 .188 8.0/12.0 7.0 .186 12.0/35.0 16.5 7.0.188 35.0/28.0 12.6 6.0 .9/28.0 15.0 6.0 188 27.9/25.5 1 .0/6.0 14.5 .188 7.0/7.0 15.4 .188 7.0/7.0 17.0 .108 7.0/7.0 15.4 .237 4.5/4.5 11.0 258 T CONNECTION CHART FRAME CLEARANCES Olameter engin 3/4" 3/4. 3/4. 3/4. 3/4. 1/2° 1/2" 3/4" Vertical Clearance Under Frame at TCX131.-5 3/4" ertical C r Frame a FL3TCX31- - 1/16" Vert,. Clearance Uncler Frame at TC821 = 144-65/16. ert1Cal Clearance Under Frame at TCX22 = 16'-0 3/7" ertical Clearance Under Frame at TCX23 = If -6 5/16" Vertical Clearance Under Frame at FL3PCX5017 - 53" Horizontal Clearance Between TCX13 F •-l.34C431 133'-1" Finished FlOor Elevation 100.-0. IUnless Oor800ise Noted) 5 BO' -0 3/16" 56'-0 1/8" 0.250: 12 2@3-0' p 4'-6 1/16" SIDEWALL CH080 SEAN, T © 11 1/2• © 1'-6 1/16" 1l 2 @ 2'-11 1/16" u061.me Projsy. 2 Bldg: 1 Placer IR NOTE.: 2.150 7z/ -x -1/21" A325 BOLT5 FOR ALL 1.015S5. Pg OODj-1 Elevation at Frame Line 3 onnwixs is seacso oxcv os To RECEIVED SPAN60N5T.&ENG. ENOR. DEPT. j7e� 1-R-9'7 1.. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE W/TH THE NOVEIABER STRUCTURAL 3JOINTs us M A325 OR A490 BOLTS SECTION 6LLOWABLE STRESS OESIGm ',PECIFICATION F 101 111 2."TU-NUT TIGHTENING.. ER1/2r.' D IA. A307 BOLTS FOR PURLIN TO FRAME. GIRT TO FRAME. AND GIRT TO CLIP cONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 3. INSTALLATION OF ADEQUATE TEmPoRARY BRACING FOR uSE UNTIL CONSTRUCTION IS COMPLETE. IS THE RESPONSIBILITY OF THE ERECT0H. la 94 /D Tr Reel 20.0 Lave Le Coll Le Wrava[Y1: Call Le WnTsru: wane Speed. 0.0 mph wind Exp. cat.: Groune Snow. 1.7 psf Roof Snom- 5.0 es, Snow Exp. Cat - Seismic Zane: Building Use Cat Auxiliary Loads ONE Frame Elevation ossc. autcds Span COnat./ 070050ostco NTS caEa ac ukwi la. NA W09fn/e2..144-01 oef GfIMLO 10/24/9 44135-PriceCcatco-Tukwila. WA WILDING EP1 VARCO-PRUDEN ' BUILDINGSr'x PRIMARY FRAMING SIZE CHART • PART -NO FLG THP x NO NEO THW PERTH APPROX.SHIP START/ENO LENGTH .19CX85Tu 188 6.0/6.0 15.4 1L4. 108X86 1/4e X 5.0 .180 14.0/14.0 23.9 FL4-1TCX87 Tube .189 6.0/6.0 15.0 A625 BOLT CONNECTION CHART NO Otymeengt" Oi1/2ter L1/2 2 a 1/2- 1 1/2" MARK* PART NAME DISC LENGTH FHC5014 FRAME HOT ROLLED CHANNEL C15 X 33.9 23'-9' © 11 1/2" LZ] 1'-6 1/16" © 2 @ 2'-11 1/15" BRAT/ CLEARANCES Vertical Clearance Under Frame at Fl4.1.895 = 15'-5' Vertical Clearance Under Frame at FL4.1TCX87 = 14 -11 1!2' Finished Floor Elevation = 100-0" (Unless Otherwise Notedl 60'-0 3/16" 90"-0 3/16` On' u061.me Broth, 2 Bldg 1 Plane: 17 0.250: 12 1 @ 5 - i�q6-0(�4 Elevation a FP 23 4"-0. 5'-0" 2 2 3' 0' 0.250-12 9 @ 5'-0" Frame Line 4.1 THIS DRAWING . SEALED ONLY AS TO THE GOTWONENTS FURNISHED EN VARGO-P.0EN • (4) 3/4-x 24f A -3z$ a• NORTHRBX5003 /1-0- 1 Ar 4.( craaa SA?.f- i E/OWA60 gA Frei< FL4.I RBXB(o RECEIVED SPAN ENGR. CONST &DEPTENG. 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE NOVEMBER 13. 1985. ALLOWABLE STRESS OESIGN 'SPECIFICATION STRUCTURAL JOINTS USING m A325 OR A490 BOLTS SECTION OF 101 RI IGHTENING 2. USE 1/2" .TURN-OF-NUT A307 BOLTS FOR PURLIN TO FRAME. GIRT TO FRO, AND GIRT TO CL/F+ CONNECTIONS UNLESS NOTE0 OTHER.. SEE JOB DETAILS FOR BOLT LENGTHS. 3 INSTALLATION OF ADEOUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION IS COMPLETE, IS THE RESPONSIBILITY OF THE ERECTOR. Building Live l20dTrlb Rea) 20.0 pSf b (gravicyl: e n d (uplift):0.0 psf -Speed: mon Ground Snow: 41.7 psf Roof Snot, 25.0 psf Seismic 2one: Building Use Cat.: 4 Auxiliary Loads NONE Frame Elevation L'JM171F71 NTS rtinJEFT 4485-PriceCostco-Tu BUILDING EP1 VARCO-PRUDEN BUILDINGS WD914o 2144-91 DoT_ 10/24;9 PRIMARY E Ax1N6 SIZE CHART5 BOLT CONNECTION CHART PART -NO FL6 THK X NO NEB THK DEPTH APPROX.SHIP N 2 Oty Diameter Length START/ENO LENGTH 4 1/2" 2 1/2" 02580735 Tube .188 6.0/6.0 14.5 3/q^ 02506036 1/4 5.0 .180 20.0/19.6 9.1 4 3/4" 1 3/4" 5/16 6.0 .188 22.0/22.0 10.0 6 3/4" 2 1/4" FL568037 1/4 6.0 .188 22.0/26.0 11 6 61" 3 1/2!1 3/16 6.0 .188 25.9/11.9 8.2 4 3/4" 1 3/4" 3/16 6.0 188 1.9/12.0 10.0 4 1/2" 1 1/2" 02568838 5/16 6.0 .188 12.0/26.0 10.8 4 1/2' 1 1/2" 1/4 6.0 .168 25.9/11.9 9.8 4 1/2" 1 1/2" 1/4 6.0 .180 11.9/12.0 10.0 4 1/2" 1 1/2" FL5RBX39 1/2 6.0 .188 12.1/33.0 16.5 1 4 1/2" 1 1/2" 1/2 6.0 .188 33.0/12.2 10.6 568640 1/4 6.0 .168 12.0/12.0 19.9 02586641 5/16 6.0 .188 11.9/24.9 7.5 3/16 6.0 .188 24.8/11.8 10.7 3/16 6.0 .188 11.8/12.1 14.1 80042 Tube .186 6.0/6.0 15.1 FL5TCX43 Tube .186 7.0/7.0 15.5 80644 Tube ABS 7.0/7.0 16.2 02580045 1 .188 7.0/7.1 15.6 TCX46 Tube .188 7.0/7.0 15.5 T 1 © 11 1/2" _ 1/16. [i) 2 @ 2'-11 1/16" FRAHE.;LEARANCES Vertical Clearance Unaer Frame at FL5TCX35 -'-5 1/2' ertical Clearance Under F TCX42 = 15''1 5/16' ertical Clearance Unaer Frame at FL5TCX43 = - 1/16" ertical Clearance Under Frame at TCX44 - 15'-2 9/16" Vertical Clearance Under Frame at FL5TCX45 = 14'-9 9/16" VertiCel Clearance Under TCX46 14'-7 3/B" Horizontal Clearance BetweemFL5TCX35 6 1.42 = 157'-1" Fin'she0 Floor 01820tl0n - 100-0 (Unless Otherwise Noted) GN4M BL6 NDK ,16888 5003 }llrAn FL5R6X5°°4 ZT.KUT e4) u"JA,x2A1- A-305 e. n SECTION 'A' CHFOmb BEgh '0* DRAG Silty PG160--onmil u061.me P 01 , 2 8109: 1 Plane: 13 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE MIx THE NOVEMBER 3 1985. ALLOWABLE STRESS DESIGN 'SPECIFICATION FOR STRUCTURAL JOINTS USING AST1.1 A325 OR A490 BOLTS" SECTION 8.101 11) R USE 1" O A307EBOLTS FOR PURLIN TO FRAME. GIRT TO FRAME. ANO GIRT TO CLIP CONNECTIONS uNLESS NOTED OTHERNISE. SEE JOB DETAILS FOR S. 3 INSTALLATION OF ADEGUATE TEmPORARY BRACING FOR USE UNTIL CONSTAUCTION IS COMPLETE. IS THE RESPONSIBILITY OF THE ERECTOR. AJOTG. £L0. Yi x fez A-325 Bots FOR. ALL sAR.I013T CariNfcc1oN5 Elevation at Frame Line 5 Ism SPAN. IX SEALED ONLY AS To Im, OPPONENTS CuPPISASO SY VASCO-PRUDEN RECEIVED SPAN CONST. RDEPTENG. ONG6. . �E eIq-9"") Building Code: 94 Live LO(M/0 Trig 20.0 psi Coll. LO (gravity)) B.0 psf La (401101) 0.0 psf Wind Speed) 80.0 mph Groupe aneK 61.7 psf Roof Snow) 25.0 a. Building Use Cat.: 4 Auxiliary Loads NONE Frame Elevation' JOax WIY16 2144-0� Of DEZC 1 0[3886 00066./ 63106200100 cus*0xE9 Pr1CCEOSPCO LOCATION DATE J! T1w6 10/24/9 .e7.. a1o� .rs >ssn 21: 4 4485-PriceGostco-Tukwlla.wA NTS FPI VARCO-PRUDEN 7 ,,pp BUILDINGS 6RT /[,NJ .�.nEo""°".'''" SaRZ6 PRIMARY FRAMING SIZE CHART PART -NO FLG THK X WD wE0 THK DEPTH APPROX SHIP STARE/END LENGTH FL6TCX47 Tube .188 6.0/6.0 14.5 01.635040 5/16 X 6.0 .188 20.0/19.7 9.1 5/16 X 6.0 188 22.0/22.0 10.0 01.600040 1/4 A 6.0 .188 22.0/27.0 11.5 3/16 X 6.0 .188 26.9/11.9 B.2 3/16 X 6.0 .188 11.9/12_0 10 0 0L866X50 5/16 X 6.0 .188 12.0/26.0 10.6 1/4 X 6.0 .188 25.9/11.9 9.7 1/4 X 6.0 .188 1.9/12.0 10.0 FL638651 1/2 x 7.0 .188 12.1/34.0 16.5 1/2 X 7.0 .188 34.0/12.1 10.6 67646052 1/4 X 6.0 .188 12.0/12.0 19.9 FL6RBX53 1/2 X 6.0 .186 0.8/24.8 7.5 3/16 X 6.0 .188 24.4/11.5 10.7 3/16 X 6.0 .188 1.8/12.1 14.1 T0042 Tube 6.0/6.0 15.1 01.860055 Tube .188 7-0/7.0 15.4 T0044 Tube .188 .0/7.0 16.2 F1.6TCX57 Tube .188 7.0/7.1 15.5 TCX46 Tube .100 7.0/7.0 15.5 25 B LT 0060=0060 De Diameter 1 3/4" 1/2' 1/2' 1/2. 1/2. 1/2. CHART engt6 3/4" FRAME CLEARANCES Vertical Clearance Unaer Frame at F0506047 = '-5 9/16" Vertical Clearance U TC042 = 15'-1 5/16' vertical Clearance U r Frame at 01.61=055'-6 1/16" vertical Clearance Under Frame a TCX44 - 15'32 9/16. Vertical Clearance Under Frame at FL5TCX57 = 14.-6 5/8" Vertical Clearance Under Frame at TCX46 -7 3/8. mcrigontal Clearance Between FL6TCX47 6 70042 = 157'-1" F1nlsned Floor Elevation - 100.-0. IUnless Otherwise N0ted1 © 10 3/2" © 0'-6 1/16. © 2 @ 2'-11 1/16" .0n. u061.me P of Y'. 2 Bldg: 1 Plane( 14 1%- aL} i. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCOPOANC xE ALLOWABLENOVEMBER 13. 1985. STRESS "SPECIFICATION FOR STRUCTURAL DINTS USINGASTM A325OR A490NBOLTS. SECTION 8.041 111 R 2. USE1/2F T D/A. A307 RLiN TO FRAME. GIRT TO FRAME, 0 GIRT TO CLIP CONNECTIONS UNLESNOTED OTHERWISE. S 08OETAILSFOR BOLT LENGTxs. 3. UASE E TEMPORARY BRACING FOR USE uNTIL CONSTRUCTION I_ _ MPLI ET8 IS THE RESPONSIBILITY OF THE ERECTOR. Elevation at Frame Line 6 THIS opmaxs SEAL. ONLY AT TO TEO COMPENTRTS FERNIER. BY VAREO-PRUOEN • dL1017O 3046 Red, 4z Coll. 1.d (9rav11 • Le (uplift,:1: _0 psf Wind Speed: 0.0 man Mind Exp. Cat., Ground Snow, 1.7 psf Roof Snow: 5.0 psf e espne:Snow mcgo Auxiliary Use ONE IUa-rE, Uer lZ oxEA.-Jo 1 �A-3Z5 Bo rs Fa. Au.. EA.-Jo15T Co NAti Tloe.>S Frame Elevation RECEIVED 25 1996 07AN 60 CO9. DNST. & EPT.=61. 6P1aES 1 - 9 9'I PROJECT PrlceCdstco 4465-Prlce6ost00-1-0kwi la VARCO-PRUDEN BUILDINGS UNITED DOKRIOR EMT,. WP'Ug .144-ol DATE 10/24/9 21: 4 77,:“ eeGe 9 -or- 26 PRIMARY FRAMING SIZE CHART PART -NO 0LG THK X w0 WEB THK DEPTH APPROX.SHIP RT/ENO LENGTH Tube .180 660/6.0 4.7 00725060 5/16 6.0 .188 18.0/17.7 9.1 5/16 6.0 .188 19.0/19.0 10.0 .0786061 5/16 - .188 18.9/23.91 1.5 3/16 .188 23.8/11.8 8.2 3/16 6.0 188 11.0/12.0 10.0 80788362 5/16 6.0 .188 12.0/22.0 10.6 1/4 6.0 .188 21.9/11.9 9.7 1/4 6.0 .186 1.9/12.0 10.0 80788163 1/2 7.0 .250 12.1/34.0 16.4 1/2 7.0 .250 34.0/20.0 10.6 80788364 1/4 6.0 .188 20.0/20.0 20.0 707RNX65 1/2 6.0 .250 19.7/22.8 7.5 3/16 6.0 .250 22.4/11.5 10.7 3/16 6.0 .188 11.6/12.1 1 TCX42 Tube .188 6.0/6.0 15.1 FL7TCX67 Tube .188 7.0/7.0 15.7 EL7TCX68 Tube .188 7.0/7.0 16.5 00780859 Tube .188 7.0/7.0 15.5 00760070 Tube .188 7.0/7.0 15.6 5B Ot T 106680TIO Diameter 1/2` 3/4' 3/4' 3/4' 3/4' 3/4' 1/2" 1/2' 1/2' CHART ngt6 1/2" 1/2" 1/2' 1/2' FRAVE CLEARANCES rtical Clearance Under Frame at FL7TCX59 = -] 9/16" ertical Clearance Unrder Frame at TCX42 = 15'l 5/16. VertICal Clearance Under Frame at FL7TCX67 = '-9 1/16" Vertical Clearance Under Frame at 00760888 - 15'-6 7/16" Vertical Clearance Under Frame at FL7TCX69 = 14.-7 15/16' Vertical Clearance Under Frame at FL7TC770 = '-9 1/4" Horizontal Clearance Between FL7TCX59 S TLX421a 157'-1" Finisneo Floor Elevation = 100'-0" 0U7011s Otnerwise Note01 © 11 1/2" © I'-6 1/10" © 2 @ 2'-11 1/16" On: u061.me Prol Y: 2 6/09: 1 Plane 15 - ow4 Elevation at Frame Line 7 fn. Damn:61s ...Donny es fo 1\101E- USE "2'0 sI� A-325 Bo..., rot ALL BAAJo3sr C 51911-wNs RECEIVED SPANCONST 90000 0608. DEPT. .. n326 IaGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH HE STRuCTURAt13J USlNG ASTM A325 06 0490 BOLTS SECTION B. 111 GHTENING.. CLIPICONNECTIONS UNLLESSSNoorEOPORLIN TO FRAME, GIRT TO FRAmE, AND GIRT TO i I INSTALLATION OF AOEOUATE TEMPORARYBRACINGUNTIL CONSTRUCTION IS CnxPLETE, IS THE RESPONSIBILITY 08 THE ERECTOR. S. Building Cope: Live 0(6/0 Tr16 Red, 0 (gravity):Noma. LO (uplift,: Wind nd Expo ^C Ground Snow: Roof Snow: Snow 63 nzp^ec. Auxiliary Loads 94UBC 20 mph 41.7 psf 06.0psf NONE rxup .a 1ia aemimx ^^ .0 iF P IN RI TnPm,.x. �.ex� -41, a AIM BUILDING ionocnii0 Frame Elevation acme . �f! a ; 'e`_ o,h ley I "EST. ev, R Los Span Const./ PriCeCostco v� M ^ Li.nJ Q LtiL:IsJ TU ecoa ..' .'N On O.TE 0/24/9 10/24/9 Cus*px[R priceCostco rlxs 21'. 4 Tukwila, wA P 4485-Pricec0atc0-Tukwila. wA VARCU-PRUOEN BUILDINGS onfoo 00.1.40.40.1.X. ORA/ex Ry%6h3 "` NT6 aplLplxp EP1 Io 0e Z6 PRIMARY AMING SIZE CHART PART -NO FI.G THK X ND WEB THK AP DEPTH PROX.SHIP START/END LENGTH TU. 1 .100 6.0/6.0 4.9 01006072 1/4 .188 14.0/14.0 26.6 81,6073 1/45. .188 4.0/14.0 22.3 EL8156074 %/A 5.0 .188 4.0/14.0 30.3 0,320075 1/4 5.0 .188 _0/14.0 20.7 F1801.764/16 .188 0/14.0 22.3 71_81,8X77 1/4 5.0B 4.0/14.0 28.3 778000/8 e 6.0/6.0 14.9 1,610079 lube .18B 6.0/6.0 15.4 0 TUFF. 6.0/6.0 15.9 06010 robe .180 6.0/6.0 16.3 e 6.0/6.0 16.4 6.0/6.0 15.9 7/807084 Tube .188 6.0/6.0 15.5 4325 8071 C000600I0 No Ott Diameter 0 1/2. /4" 3/4" 0 3/4" 10 12 13 4 3/4. 2 1/2" MARKS PART NAME D1SC LENON FH05010 FRAt1E HOT ROLLED CHANNEL 015 X 33.9 FHC5011 FRAME HOT ROLLED CHANNEL C15 X 33.9 71105012 FRAME HOT ROLLED CHANNEL 015 X 33.9 111105013 FRAME HOT ROLLED CHANNEL C15 X 33.9 8-105015 FRAME HOT ROLLED CHANNEL 015 X 33.9 FN05016 FRAME HOT ROLLED CHANNEL 015 X 33.9 F.- I 1/2" 1T-712" 24011 1/2' 11'-51/2" 18'-71/4" CHART ngt1/2h 1/2" EWAME CLEARANCES Vertical Clearance Under F,Ame= 1,-11 Vertical Clearance Under m = - 1/2" Vertical Clearance U FLBTCX/R = 1M -5" c00 Clearance under FrameFLBTC080 - 15'-10 5/8" Vertical r n r Frame at T0010- 3/16" Vertical n m 71_8060821 16'-4 1/2' Vertical Clearance m F1.160CX83 = - 7/0" Vertical Clearance Under Frame at 71_806X84 - 15'55 5/16" Finished Flue', Elevation - 100.-0" (Unless Otherwise NOte0I 00'-0 3/15" 80'-0 3/15" 0.250: 12 A� FNGSo1'r- LL 2 11 1/2" (J 1'-6 1/16" (1 2 @ 2'-11 1/16" F=882075 FLMH8X77 N 25'-0 On: 0061. me Pro,ky 2 Bldg: 1 Plane: 16 IDGV0 WaLl 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGH0ENED IN ACCOROANCE WITH THE NOVEMBER 13. 1955. ALLOBABLE STRESS DESIGN STRUCTURAL .101015 USING M 4325 OR A490 BOLTS" " SEcnmNiN8FIm 111 2 / R, u CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEF 4001, s. J. I6 COMPLETE. Is THE RESPONSIBILITY OF THEERECTORE UNTIL CONSTRUCTION Fido arJ F1.o CNgN[1EL R TRRs Sri De n/ES 4.41rE0 Elevation at Frame Line 8 RECEIVED SPAN CONST R =NG. ENGR. DEPT. SW Live Building brie Reel r Call n tgra1 a enol ere01l Wind , mon Wind Exp. nam Ground Snow al., psi Roof Snow 2,0 p5f Snow Exp. z ne,Building Use Cwt.: 4Auxiliary Loads NONE Frame Elevation Id . OGTE 1ee c s O.ESpan B LDER con..:./ Pr0:0000170 0,1656054,5 NTS TN Od1t 10/24/2 ".,.. ..., LLOL ASSN mEifi G]e. 21 5011_0/40 VARC0 PRUDEN BR J RS �(2(fs - r,cec0stco-ru4wlla, WA BUILDINGS 11 2,224 EP1 I� 486M, •F.e. 7LB0HX72 Iv 71_81,8x73 O 03 0 SHARES Boer Ar Go,U rAni F=882075 FLMH8X77 N 25'-0 On: 0061. me Pro,ky 2 Bldg: 1 Plane: 16 IDGV0 WaLl 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGH0ENED IN ACCOROANCE WITH THE NOVEMBER 13. 1955. ALLOBABLE STRESS DESIGN STRUCTURAL .101015 USING M 4325 OR A490 BOLTS" " SEcnmNiN8FIm 111 2 / R, u CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEF 4001, s. J. I6 COMPLETE. Is THE RESPONSIBILITY OF THEERECTORE UNTIL CONSTRUCTION Fido arJ F1.o CNgN[1EL R TRRs Sri De n/ES 4.41rE0 Elevation at Frame Line 8 RECEIVED SPAN CONST R =NG. ENGR. DEPT. SW Live Building brie Reel r Call n tgra1 a enol ere01l Wind , mon Wind Exp. nam Ground Snow al., psi Roof Snow 2,0 p5f Snow Exp. z ne,Building Use Cwt.: 4Auxiliary Loads NONE Frame Elevation Id . OGTE 1ee c s O.ESpan B LDER con..:./ Pr0:0000170 0,1656054,5 NTS TN Od1t 10/24/2 ".,.. ..., LLOL ASSN mEifi G]e. 21 5011_0/40 VARC0 PRUDEN BR J RS �(2(fs - r,cec0stco-ru4wlla, WA BUILDINGS 11 2,224 EP1 PRIMARY FRAMING SIZE CHART PART -NO FL6 THK X w0 NEB THK DEPTH APPROX.SHIP START/ENO LENGTH Tube ABS 6.0/6.0 1 4.9 BRBX72 1/4 5.0 .188 4.0/14.0 26.6 01888074 1/4 5.0 .188 4.0/14.0 22.3 FLBRBX74 1'4 5.0 .188 14 0/14.0 30.3 FL6R13/175 1/A 5.0 .188 14 0/14.0 28.7 5.0 .188 4.0/14.0 22.3 806077 5 1/4 5.0 .188 14.0/14.0 28.3 FL9T5X78 Tube .188 6.0/6.0 14.9 FL8TCX79 Tube .188 6.0/6.0 15.4 FL8TC0B0 6.0/6.0 15.9 1 010 Tube .188 6.0/6.0 16.3 062 188 6.0/6.0 16.4 1 FLEITCXB3 Tube .188 6.0/6.0 15.9 FLBTCXB4 Tube .188 6.0/6.0 15.5 5 BOLT CONNECTION CHART FRAME CLEARANCES Oty Diameter 0 1/2' 3/4' 3/4 8 3/4' 3/4' 1/2' 1/2' 1/2' 1/2' 1/2' 1/2' 1/2' MARX# PART NAME DISC I ENGTH FHC5010 FRAME HOT ROLLED CHANNEL 015 X 33.9 1r-71/2" FHC5011 FRAME HOT ROLLED CHANNEL C15 X 33.9 24'11 1/2' FHC5012 FRAME HOT ROLLED CHANNEL C15 X 33.9 11'-5 1/2" FHC5013 FRAME HOT ROLLED CHANNEL 015 X 33.9 18'-71/4" 8-405015 FRAME HOT ROLLED CHANNEL 015 X 33.9 FH05016 FRAME HOT ROLLED CHANNEL C15 X 33.9 24'-T - n/tO 1/2" 3/4" 3/4" 1/2' 1/2' 1/2" 1/2" 1/2' 4 Vertical Clearance Under Framet FLBTCX7I _ 14'-11 1,52" Vert., Clearance Under Frame at FLBTCX7B =- 1/2' VertIcal Clearance V t FLBTC%79 = 15'-5' Vertical Clearance Under FOBAle at FLBTCX30 = 15'-10 5/B" Vertical Clearance Under Frame at TCX10 = 16'-4 3/16" Vertical Clearance Under BOBAIC at F-8TCX82 = 16'-4 1/2" Vertical Clearance Under Frame at 5 810689 = - 7/6" Vertical Clearance Under Frame at FIAT.. = 15'-5 5/16" Finished Floor Elevation = 100'-0" (Unless 0theruise Noted, 80'-0 3/16" © 11 1/2" © 1'-6 1/16" • 2 @ 2'-11 1/16" L 0.250: 12 04 @ 5 -0 4 2 @ 5'-0 5'-0 3' 0 80'-0 3/16" 0.250:12 Fac Sbto FIiC50l\ FRcSoIa 9 @ FLBRBX77 ti 160'-0 On. u061.me Pro1Ky: 2 nag: 1 Plane. 16 17(10- may A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH HE NOvEmBER 13, 1985. ALLOWABLE STRESS DESIGN 'SPECIFICATION STRuCTURAL JOINTS USING M A325 OR A490 BOLTS SECTION BF FOR 111 iTuRN-OF-NUT TIGHTENING. 2. USE 1/2" DIA. A307 BOLTS FOR PURLIN TO FEM.. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHEREaSE. SEE ..1011 DETAILS FOP BOLT LENGTHS. 3. INGTALLATION OF ADEQUATE TEMPORARY BRACING FDR USE UNTIL CONSTRUCTION IS COMPLETE. 15 THE PESPONSIBILITY OF THE ERECTOR. Elevation at Frame Line 8 Building Code: Live LON/0 Tvit LA (gray,: LOWind Speed: Mina Exp. Cat.: Ground Snow: Roof Snow: Snow Exp_ Cat.: wom110ary Loads mnnru: rt /VELD C9Ar41EL" TAgo-ra.Rs SEE D£YAsLs AArCD UBC 20.0 psf 0 03f A mph ONE RECEIVED SPANENGR. DCONST EPT.0EN6. Frame Elevation EASE su. ve SPan Const./ PriceCOstco LOCATION T e ass-Pr1ceCOStc0-TUK BUILDING 10/24/9 21: 2ARCB-PRUBEN 0PJ Rit/6(}S BUILDINGS CD,P.. Geri OFz4 " " 0 II / 480E074 V .II. FL80BX72 0 1 FLBPBX73 / FAS. SHARES ii/"LF Ar CoL.1rl0 9 @ FLBRBX77 ti 160'-0 On. u061.me Pro1Ky: 2 nag: 1 Plane. 16 17(10- may A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH HE NOvEmBER 13, 1985. ALLOWABLE STRESS DESIGN 'SPECIFICATION STRuCTURAL JOINTS USING M A325 OR A490 BOLTS SECTION BF FOR 111 iTuRN-OF-NUT TIGHTENING. 2. USE 1/2" DIA. A307 BOLTS FOR PURLIN TO FEM.. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHEREaSE. SEE ..1011 DETAILS FOP BOLT LENGTHS. 3. INGTALLATION OF ADEQUATE TEMPORARY BRACING FDR USE UNTIL CONSTRUCTION IS COMPLETE. 15 THE PESPONSIBILITY OF THE ERECTOR. Elevation at Frame Line 8 Building Code: Live LON/0 Tvit LA (gray,: LOWind Speed: Mina Exp. Cat.: Ground Snow: Roof Snow: Snow Exp_ Cat.: wom110ary Loads mnnru: rt /VELD C9Ar41EL" TAgo-ra.Rs SEE D£YAsLs AArCD UBC 20.0 psf 0 03f A mph ONE RECEIVED SPANENGR. DCONST EPT.0EN6. Frame Elevation EASE su. ve SPan Const./ PriceCOstco LOCATION T e ass-Pr1ceCOStc0-TUK BUILDING 10/24/9 21: 2ARCB-PRUBEN 0PJ Rit/6(}S BUILDINGS CD,P.. Geri OFz4 MARK St FLG. WEB DEPTH RBX5000 8 X 3/8 3/16 20" RBX5001 8X3/8 3/16 20" RBX5002 8 X 3/8 3/16 20' RBX5003 8 X 1/2 3/16 20" R8X5004 10 X 1/2 1/4 12• R8X5005 10 X 1/2 1/4 12" RBX5006 10 X 1/2 1/4 12" 10 (4) 3/416 X 1 3/4° ® (4) 3/4'4 X 2 3/4° ® (8) 3/4.0 X 2 1/4° (4) A6X102 ® (4) 3/4"O X 21/4° ©(3) 3/4"0 X 2" ORD BEAM 404,11oR (NEW) SPALING \J CHORD. BE AM F.6 LOCATIONS ABX/Olt W/(43/4X X13/4- A-325 BOLT CHORD 2EAM Cry o - Fa-LObAsiQNS ABX 101 (19) "X/4 -'481‘/4A / 00000 6EAM Af NOR(NBV, SPACING 2'_d') an Ps.. Pr o,kv: 2113 Bldg 2 .lane. S.9 2-0 QQ Y f36'-0" = 132-0' } (---2-0 0110)402FAM -- —— ----—----———-—-I 4840408 /401/8) SPALING 113 @ 2'-o"= 224o'-0• 37'-6' 230"-0' D96--(=4 6.5 HIGH STRENOIR BOLI6 SHALL BE TIGHTENED IN ACCORDANCE BITE, THE NOVEMBER 13. 1985. ALLOWABLE STRESS RESIGN .SPECIFICATTON STRUCTURAL JOINTS USING ASTM A325 OR A490 BOTS SECTION 8F 101 HI 'TURN -OF -NUT TIGHTENING.. 2 USE 1/ 2. DIA ASO, BOLTS FOR RATIN TO FRAME. GIRT TO FR.E. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB OETAILS FOR BOLT LENGTHS iNSTALI ATION OF ADEOUATE TEMPORARY BRACING FOR USE UNI1L CONSTRUCTION 1S COBBLE, IS THE RESPONSIBILITY OF THE ERECTOR o Fun [KO PAU0Ex BLCCuooivlilellld.. Le (WWO , Red) 42e (gravitr1: 0 0sf osf 1",,.a1, usf Wind Speed: 80.0 .M1 Seismic Zone, 3 Building Use Cat.: 4 Auxiliary Loa. NONE 2'0" CHORD BEAM FERN 04020 BEAM F. 6. LOCATIONS ABX 101 (30) 14/(1) 3/4 X 13/4 A-325 BOLT RECEIVED SPANENGR. CONSTDEPT8EN6. o,r e• ,�e�: �.trE.9uan Const./ Pr lc eCnst o OuGiOmEm )D1442144-0( Io/Z4jRo ilmE Txkusla. WA 9ult44485-Pr IceCost co-iukv Ila. WA EPf mam VAR o0u PRUUEN dR>x�NS�GAs eUILOINGG j i2oFz NORTHZRBX5002 I SOu 1-1R8XSoo1 SouTHRBX5001 1 S0U7HRBX5000 r I 2'- O" 4g/ @ 2'-0" = 92.-0” 8@ 9,_6„_4ro=o^ 10=4 10_0"' /0,-O"' 9'-y.. SOOS o a - `FLOPB 5004 DRAGX 5TRUT N.I. . SiTli/ 9 / 0 80,THRBX5000 SOIATHRBX5001 NORTHR6X5003 DRAG 5TRUT 3/.-2' 1O-0, (0'_O- 10" 4., a'' q,-('„ 9(''. /0 o' .' (.. -6 r-- y 10'-0" y IOD` 10-4" 16@ 9'—(0"= 152'-0" 684 21. 1)'-4" /00." /0'—.' '1= ' Q1 SOUTHRB%5o0o I / IIY SOUTHR8X5001 6OUTHRBK6001 SOUTHRBX600( SOU,THR8%5001 ITh___ SOUTHR8X500o QI �Ih (-I^ != 113 @ 2'-o"= 224o'-0• 37'-6' 230"-0' D96--(=4 6.5 HIGH STRENOIR BOLI6 SHALL BE TIGHTENED IN ACCORDANCE BITE, THE NOVEMBER 13. 1985. ALLOWABLE STRESS RESIGN .SPECIFICATTON STRUCTURAL JOINTS USING ASTM A325 OR A490 BOTS SECTION 8F 101 HI 'TURN -OF -NUT TIGHTENING.. 2 USE 1/ 2. DIA ASO, BOLTS FOR RATIN TO FRAME. GIRT TO FR.E. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB OETAILS FOR BOLT LENGTHS iNSTALI ATION OF ADEOUATE TEMPORARY BRACING FOR USE UNI1L CONSTRUCTION 1S COBBLE, IS THE RESPONSIBILITY OF THE ERECTOR o Fun [KO PAU0Ex BLCCuooivlilellld.. Le (WWO , Red) 42e (gravitr1: 0 0sf osf 1",,.a1, usf Wind Speed: 80.0 .M1 Seismic Zone, 3 Building Use Cat.: 4 Auxiliary Loa. NONE 2'0" CHORD BEAM FERN 04020 BEAM F. 6. LOCATIONS ABX 101 (30) 14/(1) 3/4 X 13/4 A-325 BOLT RECEIVED SPANENGR. CONSTDEPT8EN6. o,r e• ,�e�: �.trE.9uan Const./ Pr lc eCnst o OuGiOmEm )D1442144-0( Io/Z4jRo ilmE Txkusla. WA 9ult44485-Pr IceCost co-iukv Ila. WA EPf mam VAR o0u PRUUEN dR>x�NS�GAs eUILOINGG j i2oFz TIRO ENPV,ALL STRUT ,)0151-5 r_INCS (48 7-y O (1'03/4"X 1 Y4 -A 3C5 BOLTS �T., 4. o LJ TYP, y.l LINE 3/J4' j II m b I e r I I \ ® DRAG 57RUT DRAG5TRUT DRAGS"r2U7 11 PLXSOD PC W l TYP '/m,4„ 107—= AAYIo4 i II R8X 50.Z RB SDS$ I X } X I X I. 1i X I_ a f aPa o I 10 0, X I t� , , bEt>;..: 11 ABX lo 4-/ 1 1 A BX 104 I X 1 NI 1 -1 I 1 U- iII y),„1/),” amX ',./°,,±18 1 I ,n I I II _ .. M I TYP> = �TYG �a V4- V4. I II T II MI X 1 X 1 �_ 1 1-4„ I 1 dI Il I >� O 1 Bili I ' X— X X X X MI is 1 i ; 0 11 NOTE, ATTACH ALL JOISTS WITH '/i'ol'/0 A3Z5 BOLTS 111 230'-0" X -DENOTES A STRUTJOIST . UNLESS NOTFO USE 3/2- DIAMETER a 30, BOLTS FUN PURTIN LAP, PUPLIN TO FRAME. ELANGE BRACE TO SEE ANE. AND Fl AN. BRACE TO PURLIN CONNECTIONS. - 2 WIND. FLANGE AND PURL:A BRACING ARE AN INIEBHAL PART OF THE ROOF s SHEETS. svREMOVAL OH ALTERATION OF ROOF BRACING tiTTHOUT PRIOR AUTHORIZATION IS PROHIBITEDT WHEN SAG ANGLE SLOTS IN ADJACENT PURLIN5 OU NOT ALIGN OR ARE OMITTED. FIELO-BEN0 A SAG ANGLE TAB PAO ATTACH 10 POPLIN WITH A SELE-DRILLING STRUCTURAL FASTENER.4 SAG ANGLES ARE NOT REQUIRED IN BAYS THAT ARE Ifi- OR LESS. UBC Live LU(Rpilaing Code. A N/0 T� enl 20 r a le�a.;�.p.B-0 PSf Coll. Ld Wolii[1' 0.0 psi Wind Speed, 80,0 mphRoof SnOw, :25.0 oefSnOli Exp. Cat. 1Building USe Cut.: 4Auxiliary Loads NONE 0 O N 7E7. A —(3) 4CG20003 (3) 4CG20004 0—(3) 4CG20000 U*—(3) 4CG20002 ®—(3) 4CG20001 NOTE: FIELD LOCATE MAINTENANCE OPENING AT DESIRED LOCATION GCCO)z� � cOa„E.s @PO rZpBa c u•vEcnoNs (22AL )25532, (rvPLARMS) @ coe. ss XP IDL 44, cokkuCciaoki Xp 105 BeR2f ZntsidILL, NC - COP ALA TE a? carwdcs �rTHa� cr+oa➢5 lwus I-51-`1 ABX 1-057 ALL F1E02 020023 ACE 'A« FILLET o.s. NOTE; F-n[c PnuE-rRIM Au➢ FASTEN25 [ N 6 v P) Norc: Aci carps ALE SHP' LOOSE RECEIVED ;SECTION ")3 SPANLNCONSTEP(.LN&G. GR. D BA-R JCL ST LAYOLLT wo9b62144-0I 1c "Ec n ConSc./ Pr IceLOSCco ..pSro.E. PriCecasmo N TS SuILCLui /o /24/% Tukwila. VARCO-PRUDENJS /GAS p,ceco.,cio ruaNs la LLA BUILDINGS _ - 001 13OF24 NARK ROCBRACINGING 01A 80013 010014 - 15/116-1. 88002 2/-1 1/1]6.1 /16' 1- .880323 3 OD24 5/16' t 8510033 e 3/16" f 2090836 880038 4,-3 f/16' 45 5 ]/8' 1. 45 3 1/8' 1. 5 1/16' f 8,10049 880050 9/f6' 1 052 1/2' 0 1/16 880054 0 - 9/16' f BRO056 40 -0 0 1/2' 9/18. t 880057 BROOM 44.-9 f3/16'1' 000060 =1 45'-3 1/4' .10010 /e' f 3 9/16' v glTgglB 980019 20'-5 7/16' 1 9190021 6" f 8110822 980026 980027 5 11/1 980024 - 11/16'1" 6' f 0029 39'-11 15/16'1' 5 1/4' 1. 40•-5 5/16. f 923036 5 3/4 1/fb' v 990057 80058 000059 emoo 91009 Ll 1' -6 - On: u051.mo Pro 1]'-0' 38'-0" lxib-Ooa4 0 (1) 114- x3" A-325 �o T RECEIVED SPAN GON51. 8PT. ENG, CN/A. DE _.. — - 4zB0E LCBuoivilelld. ooxia Rs9 19ra evl_ Coll. La °fcl Speed, 80.0 mon snow. 4f.] nse Rapt Sou, 25.0 psi Snow E.P. Cat.: 1 seismic mns- _ 3 AWA uxiliary use cat . 4 Au.ilisry coeas 6960 aw wow DBRACING PLAN aaa,e, WD4662144-01 - Po°Ps, 15= e LDEN const./ PriCeC0scco -2.=__-2-------.--- c. tc /01z4/% ccs.o.ca artcecostcoGrauna -,Wind n.QM iT '-,.+F _ LOCATION s ilia Aiwa "" `°"1�e r°�-^"^� F�cTt^"*u•s Tukwila, WA o Ra Ef. 4485-Prlceeostco-ruet+l la. wn ] V BUILDINGS 0-PRUDEN .--5 /G.' ILDINGS rssan . ,�a�,ts .w o�sR osE �,s�m,.n. ss.a� sU r NTS solicits 001 . sorra oowt.fo as cows, l4 OF 26 1 ---- SHEETING MARK LENGTH THK COLOR (FINISH) SSR3 SSR4 SSR5 41'-3 9/16" 24 Standard Color (GALVM) 36'-8" 24 Standard Color (GALVM) '2' 7 15/16" 24 Standard Color (GALVM) r') (94)Daq a 0- (3) RugIo (5)Rum, 0 (3)RH510 (3) 64,"(10(2) 6WA02o7 Ell Start Panel Dim. 1'-4 3/8" (Cut Dim.= 1'-5 3/8") FROM INSIDE OF PARAPET) y (4� 94'-0" 136'-0" = co ce c_,+ �g l HCPRI = —HC P OPP. RC52D6 .0, RC52D6 7 (14) GSA UO ❑ 2❑ RH-3 RC52D6 ce c� SSR4 HC PRI t REQD(68) i,,—ce 7 RC52D6 OPP. SSR5 (10) &5AIIO REQD(47) HCLP I I RH-2 1 SSR3 REQD(115) RC34A7 RC52D3 I-- SEJ I 4 .7 RGCM06,(23)RGCM10 RGCF06,(23)RGCFI0 005203 sEJ1 o ¢ IIS -O" ....,,,-1 IIS' -O" SEJI 3 O ce r SSR3 r a REQD(115) F RH-3 os SSR4 1 10 REOD(115) GSA110 `� oz(23) L RC52D6 `I o =`0 MULTI- GUTTER (NBVP) —HCPLI Lece o 230'-0" THIS DRAWING I5 SEALED ONLY A5 TO THE COMPONENTS FURNISHED BY VARCO—PRUOEN fl CPR NOTE] F.,Low,.,o ALL-DE9TITE5 - GEOFL EX MAT 'L - ROOF CURBS / HATC E.5 I V e -MASONRY FASTENERS - WOOD FASTENERS,;, x-r.rns (r'r v?) 'MAW - .1. ENGR.OEPT. .1. Install Sheeting From Left to Right 2. PRE -DRILLING 1/8" DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS, NESTED PURLINS, PURLIN LAP LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS 3. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 4. SEF JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. Building Code: 94000 Live Ld(W 0 Tri1 Red) 20.0 psf Colt Ld gravity): 8 0 psf call Ld uplift): 0.0 psf Wind Speed Roo mph Wim Exp- Cot., C Ground Snow- 41./ psf Roof Snow: 250 psf Snow Exp. Cot: 1 Seismic zone: 3 Building Use Cat: 4 Auxiliary Loads NONE UM sE M'AR V-- rarz X RE or v a �R0D Mgt 0000 000 ROOF SHEETING QUOTE e JOe WD9662144-01. DATE Yu10EF Span Construction & Engineering PriceCastco Tukwila, WA mmiM /0/24/910 rao,Er< 4485 - PRICECOSTCO NTS eUENQ 661 VARCO-PRUDEN BUILDINGS JRS/ GA5 PIS OF ZEe FILENAME c:\Nsr\0000\4000\cos 005100 CAD SCALE IS MARK LER., THK COLOR (FINISH, 3L -9,M, MALVM (G Color ALVM 26 IGALVM Color IGALVM 26 Standard Color MALVM 1m/1 3/c" Color25 Standard Color OGALVM 26 StaodaM (GALVM ai Standard ColorntALVM 1/c"r (GALVM Color (GALVM 3/4" 25 Standard Colon MALVM 1:1 31 /a. r (GALVM 2b Standard Color IGALVM On: naarV Prep, 2113 Bldg. 2 Plane. 19 MARK 3 31 /S Standard Color (BALVMI 9 FIELD CUT PANELS AS NEEDED Aq CAP FLASHING (NBVP) SHEETING DIRECTION J vqb tDb2LI 2 WALL RAL PART OF THE STRUCTURAI SYSTEM. REMOVAL EO ALTERATIONET§ ARE AN WITHOUTOHIBITED3 SEE JOB . G AND TRIM FASTENER SALCI.CATION. PRE -MILLING) I/BLS FODIAMETER OR MHOLES ERs MAY BE REOUTRED AT IA GAGE GIRLS. NESTED GIRT, GIRT LAP LOCAT/ONS. AND/OR SECONDARY STRUCTURAL BEARS WALL ELEVATION AT LINE Time Ld12/d Trio Red) 2 d gravity), Coll. TO ah .0 psf El.nd speed: o.o mph Nina Exp. Cat., Ground Snow: 1_7 psf 5.0 psf SnOw Exp. Cat.: SelsmbE Lane, Buildioo Use Gat Auxiliary Loa. RECEIVED NOTE BEGIN SHEETING AT RIDGE SPN2 CONSTEPT.&EN.G. ENCR, D BALK Sheeting JOB WD9b42144 -01 HLecgsmd L o CA ON Tdku.la. MA fM7C3G�CJ 'TE ?Tl24/S NTS WWWJECT BUILOHNo EP1 VARCO—PRUOEN dN" JS%GAS BUILDINGS SHEETING MARK LENGTH TRX COLOR IEINISM 1/R' R/4. 51/4' 1/2 r GAaLLLV Color Vy 26 Standard rz=sstandadColor MAALY gig'; r OA, PRW112 3.-0 gn 1/4 r MALV nrin 2.-5 3/4.lr Standard Co or IGALY StandardColor ALV PRN64 r _1 4 1/P- RG Standard Color IGMALV MARE LENGTH TnFIRISHI R1 /4 6 7N/ Color Color 6ALVMI - MAI V. 1 r IGALy. l• -9" 26 Standard Color IGALV. 1.-8 1/4" 26 Standard Color MAI PRI T-5. 26 Standard Color IGAL7R, 1/z RALVM, -G zGStandard Colo MALY. Un. u061.me R o/ky. 2 Bldg: 1 Plane. 18 EXIb-Ooa1} WALL ELEVATION AT LINEI roma.. co-pouo. I Install SneetIng From Right to Left 2. HALL SHEETS APE AN INTEGRAL PART OF THE PEMOvAL UR ALTERATION WITHOUT PRIOR ORIZATIONLISP ONIBITED. 3. SEE TOD li/ACJI SHEETING AND TR/R TURAEAN 2. PPE -DRILLING 120 D FASTENER CEESTEERS LOCATIONS. ANO/OR SECONDARY STRUCTURAL GEARS Building Co4P: 94USC live 0 psf aR/0 Tr,Rem Trill R - La INnn.a: 0.0 osf Wind Speed, 80.0 mph Roof Snow: 5.0 psf Snow Exp. Cat.: Seismic Zone: Building Use Date Auxiliary Loads ONE --CcIVED *26 CONST.., LNG. ENGF. DEPT. NOTE. [SEGIN SHEETING AT RIDGE BACK Sheeting oesc e'L'Span Eons,/ PriceCOSTCO cusINDP ,.IB94621 44-0 1 sere /0/2496 4485-PecceCostco-Tukui la 4 VARCO—PRUDEN BUILDINGS 'Axis / GA 5 /7 of 20 I Baa 1-01—°l) SHEETING NARK LENGTH THe COLOR WINISH) ' 26 Standard Color ¢ALV:) PRO31 S'-11 Al/a' r (GALVNI s se1/2IGALZ /n"' is sianaa.o co r !GAL.-" 26 Stanaaod Calor . - 31 3l/4" r W.W.II -s 52 =2222 error 22LVNI On nasry P of Y- 2113 Bldg, 2 Plane. 21 1. Install sheet2n9 From Left tO Rage, EGRAL RT OF THE S1DUOYURAL SYSTEM, SHEETS ALTERATION TWITHOUT APRIOR AUTHORIZATION IS PROHIBITED. 3 SEE JOB DETAILS FOR SHEE1IN5 AND TRIA1 FASTENER SPECIFICATION 2 PRE -DRILLING 1/6" DIAMETER HOLES FOR HALL STRUCTURAL FASTENERS HAY DE IREO 11 GAGE DIRT. LOCATIONS, AND/OH OHSECONDARY STRUCTURAL BEANS D KAYS. O'R' L°" H V L CAP FLASHING (NSVP) - SHEETING DIRECT ---Tip AT J WALL ELEVATION AT LINE 4 0 U H RECEIVED SPANCDNST &ENG. ENGR. DEPT. NOTE: SHEET FROM RIDGE SIDE To EAVE BU11..no Code. UDE LiVe wlw/O i eel az r Coll. LaLa Wos«i Wind Speed! 80.0 mon Roof Snow: 25.0 pef Seismic Zone - Building Use Cat.: A Auxiliary Loads NONE BACK Sheeting EE "'° dV , Codec./ Pnceclscc0 ouSTORER NTS PrIcaCcstCo LOCATION Tukwila. NA PATAJEct WD96 (2144 -01 D.Te /0J24 % a0:L0,ws "cecoscc0-Tokw.la,A t1 VARCO-PRUDEN BUILDINGS MARK TENS, TMrc CwR !FINISH) 1/2" 26 Standard Color NALVMI . - r iCALvm) ISALVM) 26 Standard Color AL NTO FR(57 26 Standard Color IGALVM) 6666625 Standard Color ALVMI -- Ria- . Color NAL. Color (sALVNS Z666 2.-E yr r I WA.11 = 26 Standard color NAL, Color NAL., f2" r �2ALVMI 6626g -a T/a" 62 stanm�ucolor IeALvml On: nasrv Pro,. 2113 Bldg: 2 Plane 23 MARK LENGTH TMM COLOR WININ 3.-1" 25 Stanoard Color 26 Standard Color 2 ]/2" 26 Standard Color PRW95 3.-2 v,.. 26 Standard Color 267 .-4" 26 Standard Color eva, 26 Standard Color PRINS - 26 Standard ColorPRINS 1.-0" 26 Standard Color L � Asocizi � FIELD CUT PANELS AS NEEDED 4 CAP FLASHING (NBVP) 4 4 CAP FLASHING (NBVP) 55 SHEETING 'DIREC'T'ION 1. Install Shur,. From Right tn Left mALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL REMOVAL OR ALTERA.. WITINUT PRIOR AUTHORIZATION IS isxreD. 3 SEE JOB DETAILS FOR SPECIFICATION_ DIRULERSDAY RE LOCATxows. RERUN. At 11 GAGE RID. NESTED ONTS. NC/OR LAP SECONDARY STRUCTURAL REAMS WALL ELEVATION AT LINER NOTE: REGIN SHEETING AT RIDGE RECEIVED SPAN CONST. &ENG. ENGF. DEPT. Building Code: 9 Live LO /0 Trio Red) 20 Coll. LC gravity): 0_0 osf La molirtl.0.0 osf - Wind Speed: 80.0 mph Grouna Snow: 41.2 oaf Ruof Snow, 25.0 psf Seismic Zone, 3 Building Use Cat., 4 Auxiliary Loads NONE BACK Sheeting a. 06 "' ceSpan const ./ Pricecostco cosTomER � arxtacdatCo Tukwila. wA PRINE. 4485-PriceCostco-Tumwila. WA NTS aunpxrva EP] IW D9662f 44-01 OATE ID/24/9(0 MF VARCO-PRUOEN BUILDINGS rnwIT SOEFTINS ..ENGTH TNN COLOR WINTSHI 11.-5 1/2' 26 Staodyrd Color 3.-4 3/4' 25 Standard Color 3.-. 26 Standard Color 1/' 26 Standard COlor 3•-2 1/2" 2E Standard Color 3.-1" 26 Stanaara Color 5. Iia. 0' 26 Standard Color 1/4 - 1/2' 25 Standard Color - 3/A -5Standard Color z`1/a- P5 Stannard color On: nasry Pro, v. 2113 Bldg: 2 Plane: 24 SALVM NLg GALPH SALVO SALVO DALVM gtg 1 0 SHEETING MART( LENGTH COLOR (FINISH, 4/4Color Vz-3' AM ?NALVM ) ERN5 FE Standard Coles MALVNI 1/4' r WAl VCO 1E-0 va" 26 Stanaara COIOF ISAwNI 1.-0.' 26 Standard Culor MALvm = -a 2/4 aB Stannard Calor IBALVni SHEETIFIC, DIRECTION 2d -II" 70P OF PANEL FIELD CUT PANELS AS NEEDED REo n3— -� a P1194)(14a,14 1. Install Sheeting FPUM Left to R/ght P. REMOVSHEETS ALTERATION WITHOUT SYSTEM. 2. SEE Ja8 DETAILS FOR SHEETING AtAl TRIH FASTENER SPECIFICATION. 2. PRF-ORILEING 1/14" DIAMETER HOEFS FOR HALL STRUCTURAL FASTENERS mAy BE nEOUTAEO AT if CADE GIRT, NESTED! SIRES. COOT LAP LOCATIONS. ANO/OR SECONDARY STRUCTURAL SEAMS WALL ELEVATION AT L NEB Building Live 100 Code, DAME Red) 20.0 pst Coll. Ld Igrar.tvl: 8.0 puf Coll. La lusliftl, 0.0 pef lOnd Speed: mph Ground Snow: 41.7 psf Roof Snow 25_0 psf Seismic Zane: Building Use Cat.: 4 Auxiliary Loans NONE RECEIVED SPAN CONST. 5 ENG. ENAR. DEPT. NOTE: BEGIN SHEETING AT RIDGE BACK Sheeting WILDERSpan Const./ Pr IceCostca LOC HON Prtcecostco Tu k Rila. 4485-Prlcecosico-TUE.,ila. RA T k..--.1-1-11 • NWD9L62144-0$ rzffQ Cu; r1Ne 0�24�`//0 VARCO—PRUDENT OMAN JS%CTAS BUILDINGS ZO OF 26 HARK LENGTH Twx COLOR (FINISH: gigi;z: 2G , anoa a � 'EZ T CAP FLASHING (NBVP) C T -FIELD (14r 7415 PANEL A5 NEEDED aFno 13u1 0 PR 0 EGO 21, WALL ELEVATION AT LINE"A' On. nasry Proiky. 211.2 eleg. 2 Plane 22 Install Sheeting From Left o Right , WALL SHEETS ARE AN INTEGRALPART REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED_ 3, SEE JOB DE2. TAILS I1FOOSHEETING ANO TRIM FASTENER SPECIFICATION I ERS MAY BE REBUIRED No/ORSECONDARY GIRT iAP ECONDARY STRUCTURAL BEA/ISLOCATIONS. 2(2 i Live .00TitReg) 0011. a Igraoy: 0.0 La (uplift,- 0.0 psf Wind Speed: BO 0 mph Roof Snow: 25_0 p5f Se2smis Zone. Building Use Oat : 4 Auxiliary Leeds NONE BACK Sheeting R EC EIVED .SPAN CONST. 5 LNG. ENGR. DEPT. OuOTE wD966214,1-01 u BUILDERSpan C0Sat./ PrioeCosta CUSTOMER PriceCOStCO �o�..,oN nkmia. wA CLQ !0/04/% IME PROJECT 44135-PriceSostCp-Nikwi la. 1. NTS BUILDING ooAJS/ G -AS VARCO-PRUDEN BUILDINGS Z j pF Z6 S'E MARK LENGTH THK COLOR WIRT. 1/2" Color I 1:= PRNT5 z'-2 f/z 26 sLanaero color IGaLVM)oT �FIELD CUT PANELS AS NEEDED 5.PR�lI4s CAP- FLASHING (NBVP) REGO221 1 1 r i PRr4D (4 31'-0 J 1)(ib- On. nasry Prop, 2113 Bldg: 2 Plane: .20 1. install Sheeting From .Left to Right 2. WALL SHEETS ARE REMOVAL OR PATIONTWITHOUTAPRiOR AUTHORIZATIONLIS PROHIBITED. DETAILS3. SEE JOB O FASTENER SPECIFICATION_ 2. ORILLINOI/SFDIAMETERNHOLES FOR MWALL ERS MAY BE REQUIRED AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. ANO/CR SECONDARY STRUCTURAL BEAMS WALL ELEVATION AT LINE'B'A int5 unmans is ...L. oxxx As To inn caws.. suamissenavvenco-.584 Live O ICode: i4�Nr.o 0ez Coll. La gravity), 8.0 psf e Wmau: 0.0 osf Wina Speed: 80.0 mpn Ground Snow: al., psf Roof snow: 25.0 psf Snow net. Building Use Cat.: 4 Auxiliary Loaee NONE mwfmP,I TroMxrot.w BACK Sheeting RECEIVED V 0 V 2 5 1996 SPAN CONST. 8 ENG. ENGR. DEPT. aunts T 62 0 LOS WD91.0./44'OI SOLE.Span COnst./ PriceC00000 CNSTOncn Price Co.CO tocATioN TukNA, . lrnJ U Ln4J W '1'/0/241% timE 550JECT 4485-PriceCOstco-TUKv11a. HA NTS raulLOINS ER1 VARCO—PRUOEN BUILDINGS CR./CHECK 22 OF 24 MARK LENGTH MEETHkTING COLOR (FIN IGH! RN]6 2'-e 1/2' r (GALVMI 1/2' 26 S[ Color (GALVMI PPN]e 1 -4 1/2' 26 Sianeer9 Color fGALVNI L FIELD CUT THIS PANEL FIELD COT THIS PANEL RER0 L D96-0024 On. nasry Prolky: 2113 Bleg: 2 Plane: 25 WALL ELEVATION AT LINE"H" REIS CRANING IS SEALER ONLY AS TOONE COGPONENTS FURNISHED BY 'ARCO-PRUDEN RECEIVED OV'21996 SFNV CP7.NDSTEPT5/50. ENG. Install Sheetting From ht 2. WALL PART OF THE STRUCTURAL SYSTEM. REMOVAL SHEETS SAL PRIOR AUTHORIZATION IS . 3. SEE 09 DETAILSPFO 2. PRE-DRILL/NG 1/9' 0 HOLES TRIM MWALL STRUCTURALFFA EPS LMAY BE OCATIONS. REQUIRED SECONDARYGSTRU, STRUCTURAL BEAMSTS. GIRT LAP LaBuildin1N/O Tr ee1420.0 psf Colt. Le !gravity,: 8.0 psf o !uplift): 0.0 000 Wind Speed: 80.0 MOO Ground Snow: Al., psf Roof Snow: 25.0 psf Seismic Zone: 3 BACK Sheeting JOB 4 WD9442.144-OI . a a Da: eO1 ga saan COnSt./ Pr iseCOstCO Pr IceCOOCCO LOCATION Tukwila. NA Cu]DG�G7 AL eLOG ,5 ASSN OP /0/24/5c, PROJECT 495-Pr1CeCestco-Tukwila. NA NTS BULLRING EP1 VARCO-PRUDEN BUILDINGS PAN JS/ GAS 23 OF 2(. TRIM (NRNP) _ • 8'CMU \ 1/4-14 X 1 1/8" STITCH FASTENER (57550) \ W000 GRIP FASTENER (.HOVP) 1114 x 1 1/4" TYPE "A W/WASHER N510 L. CLOSURE -(801501) 6 - PANEL RIB (GALVALUME) RIB BACK PANEL MASONRY ANCHOR (NBVP) (g INSIDE CLOSURE MASONRY FASTENER (NBVP -_, 1'-5 7 3/8" MASONRY ANCHOR 02' 0.C. (NBVP) lie -� 9' COUNTER FLASHING & WEATHERSEAL (NBVP) INSIDE CLOSURE (80130) N,\ -- 80136 MASONRY ANCHOR 54' 0,C. (TEMP. ATT, ONLY) '101' - I / (2) 5/14 BEADS OF NON -SKINNING TUBE SEALANT (80270) \ 7' Y --{'S'''.... INSIDE CLOSURE -GAGX1 .(GUTTER SUPPORT 56101 (12-24 x 1 1/4") . ®1'-0" O.G FOR GAGX CHMEM BASE OF WALL ANGLE (BWA ) , �,117 BASE OF WALL TRIM (BWT ) NOT USE FASTENER) \ ��� BOTTOM OF ROOF J51 i INE W::::::.,(.--- %,4 .(DO �FLASHING (RHC) MUST BE FREE TO MOVE WITH ROOF ' \ SSR CLIP-� \ _ - 3/16" x 7/B MASTIC - " THERMAL BLOCK (NBVP) CONTINOUS (80346) I sin /�. -- A ANGLE � _ 1 - - 2-24 x 1 1/2" S.S. ROOF STRUCT.FSTNR 4 �� THERM AL BLOCK (FLBYP) N' •'« ni �i 1" 1 1 (57400) (7) PER PANEL IN FLAT BOTTOM OF - (NBVP) ROOF PANEL TO 0" .: UkTAPER MGX -DRAINWEDGE(NBVP) AT RI 8"ROOFSTITCH FR(57650)6" �UId r w0 'ROOF MGX - GUTTER (NBVP) MAIN FRAME HEIGHT CHANGE FLASHING (RHC 10"CMU (MAIN BLDG.) OCo ROOF HT. CHG. PANEL SUPPORT (RHS ) \FIELD BEND 1' UP ON SSR PANEL "i \ �� ‘---/-ti''''-''--- 1 `-CHORD BEAM COLUMN GRIDS . . 8"CMU (TIRE BLDG.) FASCIA RETAINER (RFR10) 0 CHORD BEAM AT O SIDEWALL WITH GUTTER ROOF HEIGHT CHANGE AT MASONRY CAD SCALE: CAD FILE HHWMRH01.dwg 0 p FlI E. HWMRHO3.dwg SSR ROOF (METAL FLASHING) \ METAL FLASHING CLOSURE CORNER TRIM FLASHING CTO 5 TYPE OF FASTENERS METAL GUTTER WITH LINER a 8 DED FLASHING OPE! AT BOTTOM- A LASHING CLOSURE. INS OE CORNER PUSHING RIVET `�'���������� ��/jJVP-200 PANEL BASE BACK PANEL OF WALL TRIM ,i,,, ^�, -i,,, -,,e, ( RIVET HRU SCU0 THRU SCUPPER & SCUPPER WALL PANEL ANGLE' FIELD LOCATE WALL PANEL ANGLE f 9" FROM BACK ' Q WI /BACK / J'' / f// „�.��� ' ROOF HEIGHT CHANGE CLOSURE. IIID �I' ROOF HEIGHT ROOF HEIGHT CHANGE WALL OF GUTTER BEFORE \\\\,��:r/����U 4 & NY' CHANGE FLASHING r PUSHING. \\ li / ->;®LOW / . MULTI GUTTER 1/B BLIND RIVET INSTALLING OUTER COVERING (6 lEK SCREW OF PANEL I 'C�I IIQ!�� SCUPPER �•' ANGLE(/`VEE-RIBWAL� oil ..4. ��Ian=I'\�I'`\C""``\ � ,,III iSCUPPERWALLPANEL .14' \ BACK PANEL `` BACK PANEL IW-�Id��� .\I ONERTER(NBVP) CORNER TRIM FLASHING ROOF PANEL y METAL FLASHING CLOSURE / I SCUPPER FIELD (4) 1/8.. CONFIGURATION BUND RIVETS 0 RIB RIB OF PANEL WALL PANEL TRIM COPE TO FIT PANEL HIGHIll SCUPPER ASSEMBLY DRAWING (� �� ` F MU TI GUTTER r END Of ROOF HEIGHT CHANGE ROOF PANEFUSHING. GDTTER �//IL CORNER OF GUTTER WALL PANEL BACK PANELari- •' BASE OF WALL TRIMIII iEK SCREW- 0 LOW OF PANEL.I' al BACK PANEL C OSUERPLUG W/1 4" BFAD�`/ MASTIC FROM &BACK. MULTI GOITER \� S/S SCREW (2) PER FOOT (NBVP). .GUTTER PLAN VIEW 0 UIRE. \ �� BACK PANEL AT HIGH (TYP.) OF PANEL (11'P.) - S�7 ` `s' W -200 RIVET. 1YP. -20 4 (HCP- ) \,\ MULTI GUTIER(NBVP) (4)VP-200 �, RIVETS \ . EOFLEX LINER. ROOF PANEL GRILL 3AB m WEEP HOLE \' ROOF HEIGHT CHANGE FLSHG. ii \ .SCUPPER\�\\ I* CUT !\f- _ JOISTON 1DIVERTER(NBVP) Ai" ON VEEXARGUND VEE -RIB PANEL. (FULL SEAL) \ \ � ROOF PANEL(SBR) SCUPPERPANEL ROOF PANEL BEYOND CORNER PLAN VIEW TIRIM SCUPPERWALL O f \ \ ` HV EgkO PANELANELANGLE. 1/ " FIBER BOARD MULTI GUTTER i8 C E I TI E TE SECTION A-� ` `' • GUTTER DETAIL @ INSIDE CORNER O SCUPPER SECTION SCUPPER DETAIL. 0 2 5 1996 GUTTER DETAIL @OUTSIDE CORNER SCALE: 9.00 CAD FILE: HWMRH01.dwg CAO SCA E 9.00 CAD FlLE.: HWMRHO2.dwg SPAENGB.D.&ENG.CAD 3ENGR. DEPT. coASCALE: B.Op CAD FM HWMRH03.dw l-.... 1 -4-'n ROOF HEIGHT CHANGE DETAILS °-' W09662144 -0/ SHALL NOT EE ximour , ,, m"rE E.....'.. `" San Construction & Engineering P 9 9 °"�/D/24/96 METHODS AND/OR TYPE OF ATTACHMENT OF WAIL ANGLE PND CGUNTER R75HING x� N�PTIL¢Costco O TINE \OTC. OTE: TO MASONRY IS THE RESPONSIBILITY OF TG 0 " TON Tulavila, WA THE ERECTORe tirr ,TMs WA N°h" 448col _ VARCO—PRUDEN BUILDINGS °R"""7accx JRS/GAS LUBRG,HU 0088800 aB sarc BRAUN,- MS FacOostca—Tukwila, �x�Nc Optical Facility - "... o."» PZ9 OF 26 LEAMMe c:\Nsr00080'OOBS\coorcovun CO SCAMS. m 141! SSR PANEL CUP (80025) 12-24 x 1 14" TRAXX 4 FSNR (56101) Ms" MAX. CHORD THICKNESS SUBSTITUTE 12-20 r 1 ,61 Ala/5 (56104) WHEN BLANKET INS. IS GREATER THAN 4' THERMAL BLOCK (1BP02) FASTENER LOCATIONS TSR PANEL CLIP ATTACHMENT 2 PER CIDP RCO1C2 HERMAL BLOCK INSULATION ON TRANSBAY 4040540 R 49/20/91 SEE R034A1 FOR FLASHING LOCATION CLEAN ALL MATING SURFACES TO BE WEATHER SEALED. REMOVE FABRICATING OILS. RAIN, SNOW, ICE, DEW, DUST AND DIRT PRIOR TO APPLICATION OF MASKS AND SEALANTS. -SSR RIDGE COVER / (RGCF OR RCN) 14-14 x 1 W" S.S. ROOF STITCH FSNR (57650) 10 PER PANEL Yls' x 4" x 3" TAPE MASTIC (80347) EACH SIDE OF RIB He x 68"x3 TAPE MASTIC 80347) TOWED 6145 TUCKED N70 RIB ARK FOR RIM LOCATION 0 NOT USE ENCIL 456" x 36" x 9" TAPE MASTIC (80347) OVER RIB SR RIDGE FLASHING Me" x T6" x 28" TAPE MASTIC (80345) IN FLAT OF PANEL RC34A4 YSTENER AND MASTIC PATTERN 42406 05/01/20 1l SEE 800281 OR RCO2D1 UPPER PANE SKINNING TUBE SEALANT (80270) '0i /7)4( UP 614" FOR PANEL LOCATION AT ENDLAP INSTALL (7) V4-14 x 1 /5" S.S. ROOF STITCH FSNR (57650) IN DIMPLES ON PANEL 1 45e" BEAD OF NON SKINNING TUBE SEALANT (80270) b"x1" NOTCH CLEAN ALL MATING SURFACES TO BE WEATHER SEALED. REMOVE FABRICATING OILS, RAIN, SNOW, ICE, DEW, DUST AND DIRT PRIOR TO APPUCATION OF MASTICS AND SEALANTS. SSR PANEL ENDLAP FASTENER AND MASTIC PATTERN 80024241 09/41,20 GS 14-14 x 1 tb" S.S. ROOF STITCH 05NR (58015) 50 PER JOINT LOWER PANEL 11a" x 11 x 28" TAPE MASTIC (80345) RCO2A2f ZI I () 18" x 28" FLASHING MATERIAL (SE21 ® FIELD BEND SLOT COVER FROM 3" x 14" ALUM STRIP 18" ALUM S1RIP FIELD CUT TO 12" ® 3' FOLD IN MATERIAL 03 (2) 94" BEADS TUBE SEALANT (80265) 3) SAW 0/1 1" SLOT IN RIDGE COVER. FASTEN 540000/4,16 TO RIDGE COVER AT SLOT WITH ROOF STITCH FASTENERS W/ k" WASHERS (50015). 0 BEND FLASHING MATERIAL TO CONFORM TO RIB CONFIGURATION. 03 LINE PERIMETER OF FLASHING MATERIAL 8TH (2) BEADS OF T1IBE SEALANT (80265). 0 MAKE A 3" FOLD IN FLASHING MATERIAL AND ATTACH TO RIDGE COVER 4810 (58015) 0-14 x I 15" S5. ROOF STITCH FASTENERS WITH H" WASHERS AT 2" O.C. ALONG ENDS 05 FIELD CUT AND ATTACH 18' ALUM STRIP EACH 510E OF FLASHING MATERIAL 5111 FASTENERS AT2"OC SSR RIDGE RC34A7 EXPANSION JOINT (® 168-0" 0.C. MAX.) 644404 41/01/95 8( 8" x 1" FIELD CUT NOTCH LOWER ROOF PANEL FOR MASTIC AND FASTENER PATTERNS UPPER ROOF PANEL NO 91i x ?hi x 28" TAPE MASTIC (80345) Ms" BEAD OF NON— SKINNING TUBE SEALANT (80270)— ‘ u0 SSR ROOF PANEL ENDLAP PANEL CUP PANEL STIFFENER (PSB) MODULE STRIP (40910) OR (40915) OPTIONAL RCO2D1 ON TRANSBAY (5" MAX BAR JOIST WIDTH) RCO'N145 0 00/,4/26 9" PIECE 41," x h" TAPE MAS11C (80349) SEAMED RIB 412-14 x 1 14" S.S. ROOF STRUCT FSNR (57400) EACH SIDE OF RIB 4L"" x Tb" x 6" TAPE MASTIC (80349) 3I 14-14 x 1 15" S.S. ROOF STITCH (57650) EACH SIDE OF RIB 352" x 3b" TAPE MASTIC (80349) HARD RUBBER CLOSURE PLUG (80136) 14-14 x 2" STRUCT FSNR (55309) GAGE MEMBER SEE 55R ERECTION GUIDE FOR INSTALLATION PROCEDURE SSR HARD RUBBER CLOSURE PLUG RC42A3 5I Me" BEAD OF NON—SKINNING TUBE SEALANT (80270) APPLY SEALANT 80111 OVER AND UNDER CIDP TAB AT SSR CUP LOCATIONS *20' MIN. DIST. AT LOW EAVE, FULL LENGTH ADJACENT TO ROOF HEIGHT CHANGE AREA OR 10' MIN DIST. FOR PANELS BELOW WALL TO ROOF AREA 55R PANEL CUP SSR RIB MALE HEM NO1E: ADDITIONAL SEALANT SHOULD BE APPLIED TO ALL SSR EAVES. ROOF CURBS AND AREAS ADJACENT TO WALL TO ROOF, ROOF HEIGHT CHANGES AND STEPPED ROOF EXPANSION JOINTS. IT IS RECOMMENDED THAT AREAS ADJACENT TO ROOF HEIGHT CHANGES COVER AT LEAST 3 SIDETAPS WTI THE SEALANT. SSR PANEL SIDELAP IRC03A2 ADDITIONAL WEATHERSEAL AT ICE DAMMING COND. 4 I =APT OAP 12-14 x 1 N" 5.S. ROOF SEE STRUCT ESP (57400) 3" 0.0. MAX. R05304 405253 SEARLE FLASHING \, FROM (5E21) WALL PANEL rr 501E 00 NOT FASTEN DIRU I RHC-) FLASHING INTO (BYE) EMBER. (RHC-) MUST BE ALLOWED TO MOVE MTH ROOF PANEL SSR ROOF / PANEL BASE OF WALL TRIM (BOUT—) G RIDGE L14-14 x 1 t4" S.S ROOF STITCH FSNR (57650) 3" 0.0. MAX. ROOF HEIGHT CHANGE FLASHING ROOF HEIGHT CHANGE FLASHING (RHO—) RC52A5 RCSPaa 00A01/P2 SSR ROOF AT PEAK (METAL FLASHING) 6x50601 04/0/90 to 1 FASCIA RETAINER (8FR10) — CONCRETE ANCHOR NOT BY VP BOTTOM OF ROOF PANEL TAPER TO 1" AT RIDGE AND EAVE /FIELD BEND 1" UP ON SSR PANEL START PANE DIMENSION TOP OF �—Air 1 PM' A ISI MAS. WALL SSR CUP (80025) THERMAL BLOCK (1BP02) ROOF HEIGHT CHANGE PANEL SUPPORT (RHS—) SSR AT MASONRY RF. HT. CHANGE RC15D2 THERMAL BLOCK ON PURLINS 06/4,/20 NOTE METHODS AND/OR TYPE OF ATTACHMENT OF WNL ANGLE AND COUNTER FLASHING TO MAS IS THE RESPONSE.," OF 1HE ERECTOR CONCRETE ANCHOR T-0" 0.G NOT BY VP CONCRETE ANCHOR 4'—O" 0.G TEMPORARY ATTACHMENT BASE OF WALL ANGLE (BWA— R00F HEIGHT CHANGE FLASH (RHO—) BOTTOM OF ROOF PANEL SI COUNTER FLASHING & WEATHERSEAL NOT BY VARCO PRUDEN (2) Me" BEADS OF NON—SKINNING RIDE SEALANT (80270) BASE WALL TRIM ST)NOT USE FASTENER. ER.. FLASHING (RHC—)MUST BE FREE TO MOVE WITH ROOF [91, x Tb" MASTIC CONTIN. (80349) WAS. WALL ROOF HT. CHANGE AT MASONRY 16-14 x 1 143" S.S. ROOF STITCH F586 (57650) 6" 0.0. RC52D1 SSR ROOF (METAL FLASHING) NOTE: METHODS AND/OR TYPE OF ATTACHMENT OF COUNTER FLASHING TO MASONRY 15 THE RESPONSIBILITY OF THE ERECTOR MAS WALL COUNTER FLASHING & WEATHERSEAL NOT BY VARCO PRUDEN BASE OF WALL TRIM (BOUT—) ROOF HEIGHT CHANGE FLASHING (RHC—) Fy.,4RIVET POP RETS ROOF HEIGHT CHANGE CLOSURE PLUG (HCP—) SEAL IN PLACE WITH GRAY SKINNING TUBE SEALANT (80265) )OF HT CHG END CAP AT MAS. RC52D6 ROOF AT EAVE (METAL FLASHING) 040 55/0/90 554 ROOF HEIGHT CHANGE FLASHING FLEXIBLE FLASHING FROM 1 (SE21) WITH ALUM. WASHER STRIP AT SIDES AS SHOWN Jb e,3 14-14 x 115" S.S. ROOF STITCH FSNR AT 3" O.C. AROUND PERIMETER OF 0EOBLE FLASHING RIDGE -Me 6 41".TAPE MASTIC (80349). AT PERIMETER OF FLEXIBLE FLASHING ROOF HE GHT CHANGE FLASHING RC53A4 SSR ROOF AT PEAK (FLEXIBLE OR METAL FLASHING)'. 0ym/➢o.. 14, NOTE: FIXED CUP (60026) IS MARKED NTH BLACK ETCHED TAB FOR EASY IDENTIFICATION IOW EAVE p0 COPE OF %.) R F1XFD.(yp P ,0026ANS6PY 120. 8I S GSA GUTTER TRANSBAY MEMBER .GIPNSBPY SP PCE R00102 18 AY SPA FOR CUP ATTACHMENT SSR FIXED CLIP EXP. JOINT RC62D2 THERMAL BLOCK INSULATION ON TRANSBAY /2444 R 09/16/96 15 I V4-14 x 1 Ye" 5.0. ROOF STITCH FSNR (57650) 10 PER PANEL 7 MALE RIDGE COVER (RGCM—) 55R PANEL OOF RIDGE FEMALE RIDGE l^ COVER (RGCF—) —SSR PANEL `SSR PANEL CUP RC34A4 FOR FSNR AND MASTIC PATTERN PANEL STIFFENER (P55) 9" STRIP OF 31e" x Tb" TAPE 885110 OVER RIB AND 28" STRIP IN OFLAT OF PANEL (80345) SSR RIDGE COVER ATTACHMENT RC34A1 40 00/01/00 COUNTER FLASHING & WEATHERSEAL NOT BY VARGO PRUDEN FLASHING TRIM (BW'T—) BASE OF WALL ANGLE (BWA—) FEL VOID WITH LOOSE INSULATION FLEXIBLE FLASHING FROM (SEJI) CONCRETE ANCHOR 0.0, NOT BY VP SEE 405384 a,I 001E METHODS AND/0R TYPE OF ATTACHMENT OF WALL ANGLE /- He z k" TAPE MA5310 AND COUNTER FLASHING TO MAS. / CONTINUOUS (80349) IS THE RESPONSIBILITY OF THE ERECTOR 12-14x114" S.S. ROOF STRUCT FSNR (57400) AT 3' 0.C. DO NOT FASTEN 1HRU /RHC—) FLASHING —Hs" x %" TAPE MASTIC (80349) AT PERIMETER \OF FLEXIBLE FLASHING MAS. WALL RC52A5 14-14 x 1 16" 5.5. ROOF 5110CH FSNR (57650) AT 3" 0.0. AT PERIMETER OF FI.DO8LE FLASHING ROOF HT. CHANGE AT MASONRY USSR RIDGE FLASHING RC52D3 SSR ROOF AT PEAK (METAL FLASHING) *403088 00/01/90 RECEIVED All! 251996 SPAN CONST. &ENG. ENOR.OEPT. IZ� I�^� 1-�-e' 1 a4 AND SHALL NOT BE FOOIFTEO. REPRODUCE, OR uSED FOR Any OTHER PURPOSE HITHOUT PRIOR VARCO-PRUDEN ERECTION OETAD-S AND ALL INDUSTRY STANDARDS INCLUDING TME CORRECT USEAINING TO of TEMPORARY BRACING. CATE DESC ERECTION DETAILS Span ST 12gni J WD96(c21 44 —01 /0/2¢/ 55, DA Si SC LE VARCO—PRUDEN BUILDINGS 25 OF 22 CIO r H j 4 , / BRACE R01 (SEE CONN.) FOR FOR ONN. 3/4 1 3/4"3 A3zs eoLis OO© MAIN FRAME RAFTER (ROX-) CHORD R(RBEAM BRACE ROD CLIP (SIZE AND SHAPE WILL VARY DEPENDING ON LOCARON) 4" MIN. B CHORD BEAM (RBX-) 04, H. E700X 1I2^ PADDLE S I L O ; XX '/Is B'. E70%X 3/ 0 , d E7pxx s L L BRACE ROD _ - DN -2 �..., DN -2 / t'm MASONRY ANCHORS ®24" OC. (NBVP) (SEE DETAIL CB -2 FOR CONN. AT GRIDLINE 9 +` p`■i �- ° � (SEE BRACING DIAMETERS) FOR ROD DIAMETERS) ALL ALL FIELD WELDING TO BE PERFORMED BY Wfi$0 CERTIFIED WELDERS s.iG "" / . . ` �i w. _ ,�� FIELD FlELD CUT 8'm HOLE GRIND EDGES TO REMOVE NOTCHES SHIP LOOSE PLATE ) � �`-$ C)MainFrame i■% j 1111''�a� Conn. @ y0-3 MAIN FRAME RAFTER RBX- ( ) CHORD BEAM (RBX- ) Grids A, B & H BRACE ROD (1"m) t t/4" x 3" 4325 BOLT Brace Rod Connection ROD 0 S (size) L (length) BOLT SIZE `"'n Main Frame Section S \ ` (CHORDRBX- BEAM (RBX-) 3/a x IN._ A325 BOLTS 1/2" x 1 1/2" A325 BOLTS 1 1/a / " 9/,a" ('F ea�sge) , /a" dia. a/ 1" S/1s % (31/i side) 1 1/a" dia. T al Downspout c• alP MAIN FRAME RAFTER (RB%- ) Detail 3/4" 1/4 aiiiiiMill 5 (21/z .side) e 1" dia. 3/e" 1/s" 4" (2" ea. side) 3/a" dia. Vi' /16.' 4" (2" so. side) 3/4" dia. '1/s" '1/is 4 (r ea. side) W dia. litField Weld Brace Rod Pad aRF MALE too 10114F01444�E CAD FILE T01Awg CAD 31.00 CAD PM 11111402.040 ,® �Y CN FILE HWOND3.tlwg MD SCALE .00 CAD RE 1W8R01.0w9 GADSCALE 4D0 COD FILE 1011140.3.04, STRUT JOIST BAR JOIST i/ "m A32.5 BOLTS '/4"0 MASONRY ANCHORS 0 24" 0.C. (NEW) 000 \ 3/4" x 1 3/4" A325 BOLTS INTERIOR MAIN-, FRAME RAFTER BAR JOIST ENDWALL RAFTER - BAR ..0IST \ I \ / -� \ 07io ,, j �� CHORD BEAM FLANGE BRACE ABX- (RBX-) (S70'-0" O.C.-(SIDEWALLS) POINTS - ENDWAL(S) ABX -101 ABX -101 p 3/a^q MASONRY ANCHOR ��S (NBVP) /A325 Bracing Detail FILL GAP 6 PLATE (SHIP LOOSE) • WEB REINFORCEMENT LOOSE) / i If _I L / FLANGE -08 BRACE) P (FB- OR Sf8-) V /8. i /Z'�E70XX ( _ / FLANGE BRACES _ /e 1 / SHOP WELD w��oi��iiiiiiiiiiiil / `/ A AME MRAFTERAIN R(RBX-) BRACE ROD Joist Connections D FIELD WELD MOUNTING HARDWARE: CHORD BEAM ` " 0/ " 3/B" E70X% (FB- OR SEB-) '/B^ , /1 FIELD WELD MOUNTING HARDWARE: Section Vim 8 1 /o BOLT A307 AT FB - A325 AT SFB- O Endwall Rafter Flange Bracing I/s B x 1 1/i BOLT A307 AT FB- AT SFB- trInterior Rafter Flange Bracing 4111 - CAD SCALE 1.00 CAO TLE 1MS001.dwg IDDownspout CAD FI%8E 4.00 CAD ME NA91T104.049 4:11Flange GD SCALE 100 CID FILE ,1A0E01.dwg CID SOME 100 0.0.0sae }WM..CID FB -3 FCOD ILE 3.tlwg ENDWALL RAFTER C) \` 0MAIN FRAME RAFTER (RBX-) D8-2;— . +DS -2 (8) 3/4" x 2 1/4" A325 BOLTS ID AeO 102 SHIP LOOSE (4)IIII MAIN FRAME �RAFTER (RBX- ) ., RECEIVED I L.4 SPAN CONST. &ENG. O ENGR. DEPT./�'ICR II -' z ) '�d11,sFsnBUI '. r ;51.1.14 A,i ENDWALL COLUMN End Post Section i -� �_ii !a J�� �`� Dra Strut Connections 14.4' em (3)3/e 4 00 . ¥5"x 4"x 1/2"x 8" A325 BOLTS (4) ABX102(SHIP LOOSE) DRAG STRUT (RBX-) DRAG STRUT (R00-) ® Drag Strut Section CAO FINE 1.00 0 CM FILE NWFP02tlw9 CAD 1.00 . CAD FILE HWDSat.tivg - CAD SCALE 1.00... CAD rite IIN'D02E4g (miva 1-41 4/) 1 NOTES, 11 THIS DRAWING CONTAINS STANDARD VARCO-PRUDEN DETAILS FOR ERECTION OF Prx,;Uostco BUILDINGS ORIENTATION. 2) THE NOMINAL CMU THICKNESS IS B". 11:;0ORIENTATION OF DETAILS MAY VARY PER JOB SITE. SEE ACTUAL BUILDING LAYOUT FOR TRUE BUILDING I , .- oa : u"v IIII 11111111111111111111111I11111111111111111i111111111111111111111111' IIIIIIIII�� � I�IIIIIIII �������� (�III��� ��011II �� IIIIi►II1111111111111111111'111111111' )1111111 II Illllfl1)I1► ,/ )�Ili', 111111111000111111111 IIIIIIIIIIr IIIIII ► IIII REGIONAL TUKWILA, OPTICAL FACILITY WASHINGTON VICINITY MAP GENERAL NOTES INDEX OF DRAWINGSgp SITE & BLDG.qSTATISTICS ALL FEDERAL 1. 2. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE LOCAL, STATE AND CODES, STANDARDS AND ORDINANCES. THE BUILDING IS TO BE STAKED BY A LICENSED SURVEYOR. SUBMIT STAKING PLAN, PRIOR TO START OF CONSTRUCTION, TO ARCHITECT FOR APPROVAL SET BUILDING FROM POINT OF REFERENCE. * L fte LMPE !w' IZIG PTtto,N scit 4r ALY t, a., ¢ UNDIEt SEPArpre ii ^�� TS - TITLE SHEET SD -1 - SITE PLAN SD SITE DETAILS 4 GOVERNING BUILDING CODE. 4.1/064 1114 I4 dip, 2. ZONING: 771-I G.. 3. SETBACKS: REVISIONS Ned, 51 NO CHANGES SH"_! BE MAGE TO THE SCOPE OF IAA-- ; WITHOUT PRIOR Second front: 15 APPROVAL OF TUKWILA BUILDING DIVISION. N. S1dee: 1 PRAWNS WILL - P.M AN0 may DE ADOITIODDL PUN REVIEW S662. tis SCALE 3. ALL PARKING STALLS TO BE DOUBLE STRIPE PER DETAIL -2 - "9€ 4. SITE A.A. Ve" 4, G$ ,40.42667.- 5. LOT COVERAGE ALLOWED: 20,41 %o(40,,000 5:f'� 81 q 18/SD-2 (SITE PLAN SHOWS ONLY SINGLE LINE FOR REFERENCE). 1 9MMs• 0M ACTUAL COVERAGE 18, 12 (?,4('44544) ® - - 4. - IN PUBLIC AREAS A SPHERE 4' DIAMETER CANNOT SHEET G. LAKDSCAP. PROVIDED: -,-,.ter ' %_---=-10, T V. - - 3- EAST _. GR<EN ,s •ry BQITHCENfrRF%WT - 114._ 5. 6. ]. PASS THROUGH GUARDRAILS. IN NO -PUBLIC AREAS, A t2° SPHERE CANNOT PASS THROUGH GUARDRAILS. ALL DOOR LANDINGS SHALL BE A MINIMUM 60' DEEP AND NOT MORE THAN K" LOWER THAN TOP OF DOOR THRESHOLD. OCCUPANT LOAD SIGN SHALL BE POSTED AT MAIN EXIT DOORS. PENERAL CONTRACTOR TO COORDINATE ALL CONSTRUCTION WITH G-1 C-2 C4 C-5 C-8 C-] A-1 A-2 COVER GRADING AND STORM DRAINAGE PIAN - - - : • : • ' - -- - _ - - CONSTRUCTION NOTES AND DETAILS SAXON DRIVE PLAN AND PROFILE SAXON DRIVE PIAN AND PROFlEL SAXON DRIVE SECTIONS FLOOR PLAN ELEVATIONS Fror4e 8G1�O�NOYLh1Fi ISIS `f-a%r �:°GYGF� UNF Sldee Rea S LO 50LJtH ✓Y OP5T ( ,n -c' T 64LDING AREA. 744 B TYPE OF CONSTRICTI002:Dt'Re' � '.-itt-4.� )'UI ,Jv r.'.';f o 14..: -' F12 9. OCCUPANCY GROUPOSX FSI 10 OCCUPANCY LOADS: O T tarry e1/2 0x 211'102- egft 110 ccupante Ep TCO, INC.. SUBCONTRACTOR AND ARCHITECT CONTRACTOR PO SUBMIT TO SUBMIT SPRINKLER A-3 EQUIPMENT PIAN ENLARGED TOILET ROOM PLAN; INTERIOR ELEVATIONS UOUk reeg. sl/509x B A' eq tt Le1. _ - '- SHOP DRAWINGS TO CITY AND ARCHITECT FOR APPROVAL. SPRINKLER SYSTEM TO BE DESIGNED FOR APPLICABLE A-4 AS ENTRANCE CANOPY AND SUN SHADE DETAILS x 2 Emp. Break ea */ �8 4545821, pens `� NFPA STANDARDS AND LOCAL BUILDING CODES. A-6 ROOM AND DOOR SCHEDULES 9511 Offlm a/00x arc( eq ft occupants A-] ROOF PLAN/DETAILS TOTAL OCCUPANTS .16 I' oeeupente j ✓E'S � ,PLANS, SP - 8. GENERAL CONTRACTOR TO VERIFY EXISTING CONDITIONS AND CODE OF ALL PANCIES DISCREPANCIES TO BSTT AND NOTIFY DIMENSIONAL PLANS, OBSTRUCTIONS, AND DIMENSIONAL DISCREPANCIES PRIOR TO A-8 A-9 A-10 WALL SECTIONS ENTRANCECANOPY AND TRELLIS SECTIONS CEILING DETAILS II. EXITS REQUIRED:?,DI fetal eccupante 'L 'L7 IIn feet of exrt restored. NORTH CONSTRUCTION. S-1 FOUNDATION PIAN ROOF FRAMING PLAN 2 EXITS PROVIDED 9. 10S-5 NO MATERIALS SHALL BE STORED ON PUBLIC PROPERTY UNLESS AN APPROVAL IS OBTAINED FROM THE PUBLIC WORKS DEPARTMENT CONTRACTOR SHALL NOTIFY THE BUILDING INSPECTOR PRIOR TO START OF CONSTRUCTION. S-2 -3 5-4 55 SE FOUNDATION PIAN ROOF FRAMING SECTIONS MASONRY ELEVATIONSS MISC. DETAILS GENERAL NOTE A MISC. DETAILS Z exlte c •98' . 3 ex1te o •38' . 0ewb a 48• . 2.S II n. - /ft. exit B. BUILDING HEIGHT 49TORIE4: 1 ALLOWED BY BLDG. CODE: 40 ALLOWED BY 2.11. CODE. 1 1 S MULV1tfI f1Y PfRTf1ERSH I P ARCHITECTS P. S. Dough. Mulvonn m Ann Quinn LN • Mitchell Smith ■ Carol Sit'poon 11820 Northup Way •E300, Bellevue, WA 98005 (206)822-0449 FAX (206)822-4129 ACTUAL BUILDING HEIGHT: 224- NO. OF STORIES. 1 11 GENERAL CONTRACTOR SHALL SUBMIT LATEST CONSTRUCTION SCHEDULE TO THE OWNER'S TESTING AND INSPECTION AGENT. - /101 M-2 HVAC FLOOR PLAN• HVAC EQUIPMENT SCHEDULE AND DETAILS: ROOF PLANS µ pg12C1NG SQUIRED: 2.V ORO eq.lt. x ?44544- eq., TOTAL = a7 PARKING SPACE9 REQ'D 12. GENERAL CONTRACTOR 15 RESPONSIBLE FOR TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION. MODIFICATIONS TRAFFIC P-1 SII PLUMBING FLOOR AILD r N N�00 % REQUIRED FOR HANDICAPPED - 2- HANDICAPPED SPACES 1REQ'D CIRCULATION DURING CONSTRUCTION TO BE PROPERLY F NCEO OFF WITH APPROVED FENCING BARRICADES. pP-4 _ Kte-2 LIKP�$ Pc6N�R5 EN SE - SITE ELECTRICALPLAPN Pr0BIV ^HS4H2 X'.µ-DUI�=S �i`E 10-10 15. PWxMG PR0V1580 'Z rpa} TOTAL SPACES 5 P.WICGPPED SPACES LEGAL DESCRIPTION 13. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE E-1 - ONE LINE DIAGRAM, LIGHTING FIXTURE SCHEDULE, LEGEND ANDLOAD CALCULATIONS 1E-2 Governelnt Lot 1 11 Se1UonL 36,1032,1i* 213=406, 0 ng924 Ev 1M1,WMa.�9tlescrbe8 as Mallows: Of COMMENCING at IM1e NDoheasl corner OIM1GovfirnrHm t 3 ENCS Nati 5a 4a E weal ooxg 1 e o t Lat distance THENCESouth 0 51'39 Wed. d t the TRUE BEGINNING FNCE South B8 d f 693.41 f to theg f theJames CM1d a R ( k 0 ) conveyed to King C ty t recorded oder b 153056 f recorded d Recording No ➢.04900]9. 14. 15. 18, OVER SCALED DIMENSIONS. GENERAL CONTRACTOR TO HAVE SOILS ENGINEER VERIFY IN WRITINNHe�4�, \t'1, THAT THE BUILDING PAD COMPACTION HAS BEEN APPROVED *020€R"F2A�\ 919 BUILDING. QP �0E QQ QJ GENERAL CONTRACTOR TO VERIFY WITH LOCAL JURISDICTION ON ENVIRONMENTAL ISSUES PRIOR TO START OF PAVEMENT AND SOIL REMOVAL. GENERAL CONTRACTOR SHALL VERIFY THAT THE FOUNDATION EXCAVATION DEPTH, DRAINAGE, BACK FILL MATERIALS, AND BUILDING - POWER PMN E-3 - LIGHTING MAN E'4 - ENLARGED EQUIPMENT POWER PLAN E-5 - PANEL SCHEDULE EQUIPMENT LIST SCHEDULE 1 Fp1 - FIRE SPRINKLER PLAN FILE COPY understand rM1°i tM1e Plan CM1eck do • subject to error, aM lH ens does no an 1 tl coda os .r 064101 d• co tractors PN' e apP •va Is are , .PProfa.., n l of rqn WIetl9Btl 5v/' ' SSItP t OT JB 2 W SO t1 095 V E 2 t THENCE IM19 t g t F 8 22 W e le 95 1 500 t M1rvugh v 1:12.111g s9u Zsg tly5aron' are of D oxrve to the ht na.. t t pu5i `1 reverse c ry 30.00 Netu th SUB -FLOOR PREPARATION CONFORM WITH THE SOILS REPORT AND APPROVED PLANS. / CONSULTANTS .' 11111 BY Dale 2' 2 le of 0 28 5 g o g a centro ENCS N d' West, 33.1 feet to a pent which hears So. 01 51 39 West Nem the TRUE POINT OF BEGINNING,' O RICE North Or 51 9" East 26396 feel to the TRUE PONT OF BEGINNING. - - 1 )SPE iPROYED 1 IJ) i f "� LAB IN UBiC 1Al �, tI[ eb 1CIA1'• I> REQUIRED SECTION ' ' ))5µi (f ' 41 � NOTE I_1 f BPEC�LIONS BY ANDIADMINISTERED 1701 f r i?li l ,I,�� Id.11eL14 1,,r1 A �II� TESTING' AS DESCRIBED; I 1 ) 1 t I I-� i. ; f tl -i I 'r OWNER: Costco WHOLESALE 999 LAKE DRIVE ISSAQUAH, WA 98027 (200) 31346100 Permit No. - yi( It rIEY''e2.vi�41 IIfi ARCHITECT MULVANNY PARTNERSHIP P.5. 11820 NORTHUP WAY, STE E300 BELLEVUE. WA 98005 (206) 822-04. , I�� 1'''� x� {J //'1 /� I ITS -NA VIF- V Al PRL/`/, L.- 11).1--12 CIVIL ENGINEER: BARGHAUSEN CONSULTING ENGINEERS. INC. 18215 ]299054. AVE SOUTH KENT, 2 98032 (206) 251-6222REQUIRED 251-6.212) ��14y,x, C� 511„i]� JT I, FL✓ rI'T J' SEPARATE PERMIT FOR: flee- 1AR✓ tvpD"/a5 16 MECHANICAL ABBREVIATIONS LEGEND OF SYMBOLS SOILS ENGINEER: GEOENGINEERS 8410 154. REDMOND,VE NE REOMOND00 98052 (2013)861-6000 �pLUNBNO /61GAS AC,US,- ACOUSTICAL ' EXH. EXHAUST MTC. METAL REINF. REINFORCING 4DJ ADJUSTABLE, ADJACENT EXIST. EXISTING MFG HANIIFACTURING RE 'D. !SECURED ALUM ALUMINU1 EXP. EXPANSION MFR MANUFACTURER RO ROUGH OPENING ANDD. ANODIZED EXT EXTERIOR MH MANHOLE OOHED. SCHEDULE APPROX. APPROXIMATE ED. FLOOR DRAIN MINIM, S SOLID CORE DIMENS ON NCANDES%TNT ORTH ARROW DOOR MARK L GHT F URES © m"•rawxp STRUCTURAL ENGINEERS NORTHWEST ENGINEER: 6869 WOODLAWN AVEE SEATTLE, WA 98115 TEL NO. (2W)52S]Sfi0 PIPING CITU OF TUKWILA BUILDING DIVISION MIN BD: BOARD W N. FOUNDATION 19C MISCELLANEOUS SW. SHEET • BLDG. BUILDING FACTORY FINISH MO MASONRY OPENING 9 SIMILAR BUG BLOCK FS* FLAT HEAD SCREW MA MOISTURE RESISTANT Sal L. SUPPLIED BY CUNER BLKG. BLOCKING R4 L MULL. MULLION INSTALLED BY CONTRACTOR BM. BEAM FURNISHED 4INSTALLED MTD MOUNTED SPEC'D. SPECIFIED BOT BOTTOM BY OJNER MTG. M0? 111 p S.S.SQUARE BTW. BETWEEN ERP.P FIBER REIIBORCED PLASTIC NIL NOT IN CONTRACT S9 SERVICE OINK, SANITARY SELLER CATCH BANS PANEL(SJ NOM. NOMINAL SST STAINLESS STEEL C.I. CAST IRON.. FTG. FOOTING N.T.B. NOT TOSCALE S1p. STANDARD CaRCRETE w -� 43 moss EARTH TTOOOsn x234 Ra Gs.. xwxT " Ix a me �<eniia w �a 0 WINDOW MARK s D 22 82346 ® wxrss DETA L SCREEN/LOUVER GRADE ELE A 0 ® aEttvro ®eusem • SAG ©- CEIA c i.Exl 4I9.Tlw O MARK ca w ea a Cr-- SHEET WEEK wwwl xEw w r x W aR.pf FLUORESCENT D. ELECTRICAL/ T.E. INC. MECHANICAL 14900 INTERURBAN AVE. SOUTH N203 ENGINEER: TUKWILA, WA 98055 O08) 241-2012 FIRE PROTECTION W.B. LEHNER ENGINEER: 18023 HWY 99, SUITE Ip. CAST IN PLACE GA. frac.. OA. OOvERALL 9TL. STEEL CL. CENTER LINE, CLEAR GAL V. GALvANIZED OL ENTER STRICT. STRUCTURE, STRUCTURAL ALG. CEILING G.I. GALVANIZED. IRON 0.H OVERHEgD SUS SUSPENDED ' CNN CONCRETE MASONRY LP GYPSUM LATH 4 PLASTER OPG. OPENING 9 8 SYSTEM ROOM MARK xC sv sr xc twos O L IGHT FIXTURES ® Poe. WALL SECT ON �... r .sccsss oIp ralxxTlw a r t w �fRau ...TT y' 1 REVISION LYNNWOOD, WA, 98037 (800) 698-0509 UNIT GCB. GYPSUM LEOARD, OPP SITE i TREAD COL. COLUMN PSA, RD PIN 6RTITION 4B TOP4 TTOM CQNC, CONCRETE HHD. OSE BBB PE PERPENDICULAR TEL TELEPHONE CONI. CONTIWIOUe HANDICAPPED PL PROPERTY LINE TEMP INTERS �.-..12.. waw 1��/1 ® ®1 Gs "was w 6(44 SPRINKLER MAN westr COLUMN GRID - �'"�•�E^ a karst/Vows x23 eTw BU LD c sION PROPERTY L NE LANDSCAPE WEISMAN DESIGN GROUP ARCHITECT 2329 East Madison St. Seattle, WA 98112 (2081322-1]32 CITY F5LIKWIIA APPROVED C0NSTR CONSTRICTION HM PLASLAM PLASTIC LAMINATE TGG TONGUE VE IDENTIF 42 w FENCE . ® zPEAvw ®� x23 ro ��_ CORM TRACTOR NORZ HORIZONTAL PL U.D PI: UkJOD T TEMPERED GLOBS' CERAMIC TILE NT E H PLBG. PLUMBING TYP TYPICAL DBL DOUBLE HTR HATER PL PANEL, PANEL NG UTIL UTILITY DT . pE AIL SUL INSULATIONPAIR 005 UNIFORM BUILDING CODE DR NKNC•FOUN JJT6 J 6 PROS ELT vCT. VINYL COMPOSITION TILE 9.' D UT L. M LONG,LA PR/ PRESSURE REDUCING VERT. VERTICAL SEA. EACHDRAWING • LAM LAMINATE, OT. LI LAMINATED vgNT W/ WITH EACH LF LINEAR FOOT..LINEAL FOOT PONT W/O WITHOUT SKEETARCM DRAM x : �'® r x sao vom - �/ -x x 080 sacs DETECTOR 9I �_ FINISHED ®.cwsT c.L T Ls CONTOURS 0 ss, s w E[EVAT ON / Qi„ a ELEV. DExT r c.T ax • srx xxssx DEAD ® u W xr ''''' wnar w.xx -- g K CONTROL NG Daill • ENERGY TRANS BUILDING AUTOMATION MANAGEMEM' 2021152ND AVENUE, NE CONSULTANT: REDMOND. WA 98052 (2081 8434310 DEQ I+ 1996 N 7 BUILDING DIVISIONI NEE. BEFF. EXTERIOR FINISH SYSTEM LO LIQUID QQUARRY TILE UID 11DODee.n O.T. VEI.S. EXTERORNSULATON 4 LT. LIGHTWEIGHT QTR QUARTER LLDW. WINDOW FINISH SYSTEM MAB MASONRY R RAD U9 WP. WATERPROOF FELEV. ELECTRICJ; ELEVATOR MAX, MAXIMUM RD. ROOF DRAIN WATER RESISTANT ELEC. ELECTRICAL MHS. METAL BUILDING SUPPLIER RL. RAIN LEADER WEIGHT ENCL. ENCLOSURE MECH. MECHANICAL RECD. RECEIVED WW1. WELDED WIRE MESH EQ EQUAL MEZZ MEZZANINE REF- REFRIGERATOR W.F. WELDED WIRE FABRIC YD. RD DRAIN TT xE CO HOURS ORRDATUM POINT '- E r. 1�)///�E/��E,) 1 • ®® ` q, N FENSOwA {.� ///��� l( J� -�O q� Id05 112] V_A1 L u"v — EE 4'1E2 — EXISTNCC' 11}rCENTE b' MIMING 6EIE40.0 TOTAL 6F. • 34544 TI An'7'90FINSHFLOORELEvA10N 35-0' --(15umma 9aTeAac PROPER?Y LINE _ — — — — - E+�(aE'IENf BOUNDARY DOC! BITE LIGHTING DOUBLE HEAD o-❑ .SITE LIGHTING"61Nr•LE HEAD MOTe:016.11t-Ca �Biji�� ✓W.DI.. v$iM 66 I? STI+M-D ).4 DONT., TYP. CURB AT ENTRY CONCRETE ISLAND 1DETAIL I. NOTES: SIGN TO BE PER LOCAL RdNDEDCONC. CAP 6' DIA: SIL. PIPE COL. FILLED W) ONK. VERIFY WITH 0131 SIZE APE LL 5ANDI AEPPE PARKING ] STALLS INDICATED ON SITE PLAN WNITE LETTERS P STMBOL ON BLUE BACKGROUND PRDVIDE WS PANTED 331'COL M ,LA•PED PARKING 30154 STALLS PDICATED 5345003L01 PANT 3.4,50.-0. ELIE FIELD BACGfYMU WITH 3' MITE BORDER OR AS FAD BY- -: LOCAL HC.CODE. CONCRETE CURB NOTE: PAICOATENT ...ARD FROT W/ LINE YELLOW rA. �s III II ---i 1 - I III I I I1 -I I I -II=IT -Iil_I1-- -.--,1! -.7--7111 -1111111111 - ,il mem MET SIGN, TBOLT TO PIPE CoLLPIN BUILDING WALL, SEE SD -IK T BLDG. ELE 'S COATS ENAMEL FAINT T!SATE), EMBED. /3. INTO GONG AC. PAVNG — BLUE FIELD BeCKGRO.ND WHItE PAMt STRIFE 3' WDE PANT STRIPE 1*41330 LINE WINE. COMPACTED SUBGRADE OHANDICAP USE SIGN PRONGS SATE PANTED DIRECTIONAL ARROW AT ALL LOCATIONS INDICATED . SITE RAN NOTE: vERIPT CURB DIMENSIONS WITu CIVIL ENG DRAWINGS DIRECTIONAL ARROW CONC. CURE 4 GUTTER, DETAIL ORA I I -10' G IRON GRATE BOLTED o, RETAINING WALL POOMERFREOLOPE DRAIN SYS WS BLDG. AL (TOR of GRATE: -4,3' BELOW . FIN PLR WAR NLUBE) ,.. 0. Oce... SLAB uv REINFoRc. PER STRICT DRAW.. GRANULAR BASE COURSE, SEE G NL ETl^> Gui'B. L —1 PRE -CAST CONC. CIS TALL., PIN SEA END. TYP. r22 COATS 4. WIDE PANT STRIPI. TRAFFIC LME 3.311IE, TYP. PAINTED HC. E3PIa0L PER DETAIL TTP NOTE: ALL 14NDICAP STALLS TO BE SINGLE STRIRED, TYR TRENCI-1 DRAIN"pETAIL 13 CONK_ APRON PAVING 14 H.C. PARKING STALLS PRICE COSTCO OPTICAL LAB SECTION 36, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. TUKWILA, WASHINGTON SCALE' P -W' ot2.4)wq 1 i, LEGAL DESCRIPTION That Government tat I :n Sectionnment 36. Tan sPSection3 North. 9 4 East,No.ae. fest. N WM., COMMENCING of Government L THENCE N Wes. a North Ione of Government tot I sad Section 35. a distance of 156 57 feet, THENCE South THENCE South B O 3 ' 21- East. a distance of 693, feet to .e Westerly margin of a Christenson Lnown as JO. as ed g County under Recooling No. Rood (also539561. and as shown on the l Record of 5 robed und« Rao 9 o ei 9401048002, THENCE elong said Westerly margin the following courses THENCE leoving seid margin No. 88. 22. 15) West. THENCE Southwesterly along the arc o, curve to the left having ra 5 00 through a central ongle of 40, 55' 21) end on arc length 182 Dia 9e THENENofE Southwesterly Wong arc of a curve to the right having a raEias of 30 00 Ieet In 9 a central angle w S from the TRUE POINT OP BEGINNING: THENCE North of 5I 39 East, 283.98 feet to the TRUEPOINT OFBEGINNING. I. 51' ]3 west NG BASIS OF BEARING RECORD OF SURVEY BOOK 9s OF0SSUG EYS, PAGE 124 BENCHMARK FED F E BASED ONFELEVATION 34.N SEA 98 USING DATA BENCH PROM THE DES OF KWILA AS NOS BRASS BAP DI HEE DESIGNATION -50 IN THE TOP ePHO GREEN NORTHEAST CONCRETE m Z 180TH SET SITE USE- BENCHMARK CREEWCHISELED SOUARE M TTOP OF NORTHEAST CORNER F CONCRETE WALK. -2 40 59 Z SHEET INDEX VES SHEET 2 GRADING AND STORM DRABUOE RAN 6 -PRIVATES. _ .. 4. CONSTRUCTCN NOTES Al. DETAILS 5. SA003 DRIVE PLN AND PROFILE 6. SAXON DRIVE RAN AND PROBE 7 SAXON°MESECTCNa tA*30c0 SEPRRATE PERKIT These plans have been reviewed by the Public Works Department for conformanc;: tall current City standards. Acceptance is soh,ect to errors and omissioos which do not authorize violations of adopted standards or ordinances The respo4sibilily for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. gate: 12I0p o(4G By. 10^tila.( ` VV cppp ROV 3m DF lux ED DEC 11 1996 cav°�°1®ivawnA NOV 1 21320 mew tames BUILDING DN to It COVER SHEET ti Z UO 0Z 0 c 0 3 0 c J 0 0 I— a_ 0 nl 44, SCALE r Pp EX '00 " 061552 (161.0:,,,, (5 EX B 9.020 85 GRADING AND DRAINAGE PLAN Er Dual 15.62 (7(6'0)) IE=156 (665W) EX C.B IE=AIB 9]6 R10,21 a5( Cw) IE=1935 (6E) 6.1811NG COBTCO &IIDNG— / FF -2620 EX SOMTI 32 -) 21136 6 (60) EM022 867 (,18 82 (2 1ENO 1 ut Tf for the adequacy 1y the designer. Ad Of the design rests totally vv�!h gner. gs Atter h:S date or revisions !0 these drawings after qui date will void ;FIs acceptance dra and will require a tapp:o.l.-I ;I rL.isetl drawings for subsequent approv n =subject to field inspe.., 1 L 01PS inspector. EX. IY SD RELOCATED STREET PGll 22.85: 51 i 15' 9ug.Bug...E5E016c•±. • LONATED STREET I0NT_ zz 22.8 58± SAXON DRIVE RELOCATED STREET LIGHT 707 - y1 RELOCATED STREET LCHT 4.. .1.2 ! 11 55 /6003 6, J1=109 31± o i11 60'0 DELT-'. G?.ei , GB 913. TYPE PItA A312 SEPARATOR ' ,19.33 (5E ) 6 1 '.. F t9 y4 n'o,o CONSTRUCT 20 SWALE ®81ONLT 0.50% NEW ASPHALTpAVwDeir (PER DETAL ANT. 4) 05 1k 154 0001 40,-31N 14 CL 2 ®0205-V A5 TpAss f H 10 C E 04.0 020 IE 19 J9 1-393.30 _ EIN9.3B 19 10=2022 E 19.x1 58 LF PACE HW/ 1 TRA OEwpLR BPAVEMENT FLUSH MJ H LONG. SIDEWALK ON DWDE 0_8• G H KY SPALLS6.6.T PAD(1nP, 25- 20 - 50 f6PVC 500-35 6.16A rD 6 a°CDw•wALM NEW HEAVYBLT P' DETAIL VFLENr 4.t PROPOSII D PRICE COSTCO T1CAL LAB EEW HP -AVT ASPHALT PAEA@ (PER DETAIL SHP 4) Re 6 TYPE FF 25.0 ( ' C 964 DETAIL) NEW EXTRUDE) © I E 02/ / E CONCRETE CUM CM) 10,1 5 ( p ) DETAIL S.F. SD PROVIDE 2 53205 CB 'PPE 46 23.40 R10CB 5. TYPE 46 24.90 © -2 75 24.90 2133 2250 22. SEE2 o. ( OUT) 1402050P, N AIL M' {1 /.. . 5 1, 5" DUI) 25.0 GAS METER238D (REF R r0 PLUMBING P -NS) D pew ExnxiDED (PER DE1A1 SHT. SO -2) 3. R a• • 3380 b0D • 60 =18.24 / CC 2 0 025%. P/L PE =23.00 1,20.00 EX. CB E-16265 0x4.0240 Irec_18., 80 Eleg (N Ex. GB IE=1oo4 PROPOSEDGRADE (SEELSHrn4NFORASEED MIXTURE)', 15 SECTIONA - A D 'AIDE SIDEWALK P --DAo PROPOSED pe' LONG rsbN LL PROPOSED GRADE 0 SECTION 20s° NEw DN. C. EXTRUDED CURB PE DETAIL SET. SD - SECTION B - B SCALE I= 30' H I= s v SECTION C - C 10'ANDS D PE 30 Nrp 6 DNC. PER UDET. HURe E 4 25- R' 20- LMELE SECTION D - D NEW 6CDHECS PER CO. LA STDS. j1)).051% CALL BEFORE YOU DIG 1-800-424-5555 xDe ON TREESMTIOTENOLET &VORNE ONE OF THESE TREES ARE TO BSAVED. UTILITY CONFLICT NOTF: CAUTION, sNALL INCLUDE MINN UTury LOCATE 0 1-000-424-5.S. AND 6° ,17=y IF CORNETS .0MLO 666, PIE CONTRACTOR SMALL COIRSU TOIMIONALIM0 CONSuLPNG ENGINEERS. PC. TO RESOLVE Au. PROBLEMS PRIOR RN GRADING AND DRAINAGE PLAN PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON cm or rruonu t109 1 2 1993 Pgula 094309 N0Y12 O p O w 01 I¢ Z O O 3 z J Z NGO uj J LL CO iz-N 1 EXPIRES 9-73-_ 991 N 2 N STORM DRAJNAGE GENERAL NOTES I ANL ...DRY AND n LS SHALL RE IN ACCORDANCE WITy 'HE 'STANDARD WASHINGTON STAIIE :HARTER 1.9, EDITION ',GUIDER WITH. THE yANES1 EDITI, OF TNE CI, OF TUI,ILA ENGINEERING FEANDARDS 2 ALY,E,,,ZUWED COPY OF THESE PLAN, NIOSI BE ON SITE WHENEVER CONSTRUCTION IS IN 3 IT SHALL RE THE RC, PC:P.:ABILITY BP THE CONTRACTOR TB OBTAIN ',RE,' USE AND R RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY 4 RIGHT '5 vqv LA ENGINEERING DEPARTMENT APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLy VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS IATIOTNT CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCN PSERVICE F CATCH BA,IN - TIRE - PER WSDOT,PWA STANDARD PLAN B-1 ER ASSOCIATED SAND AND GRAvEL CB -I5, OR EQUAL 7 CATCH BASIN - TYPE II - PEP WSDOTDARvA STANDARD PLAN B -IE ,48-1NCX ID OR 5,1. -INCH I E AS DESIGNATED, OR ASSOCIATED SAND AND GRAVEL CD -19, OR EGUAL G UN, COVERS , DESIGNATED APE WSD137/APWA STANDARD, IPER STANDARD PLAN B-12, AsL,ID,,,,IZ,E, IV4TC,MASINS SHALL HAVE LADDERS OR SAFE, STEPS PER wSDOT/APWA 10 ZySAINN;RAINES AND GRATES SHALL RE DUCTILE IRON PER WSDET/APWA ALL CATCH BASIN GRATES SHALL BE DEPRESSED 010 FEET BEL, PAVEMENT/CURB LEVEL 12 ALL OILDwATER SEPARATOR CB GRATES SHALL BE OF THE ROUND SOLID LOCKING TYPE 3 A*,QJ,TAIRVRAINAGE CONVEYANCE PIPE SHALL BC ONE OF THE FOLLOWING AS B CONFORMING TO AS T M D-30.34 - SON 35. C PIPE MAY BE ANY OF THE ABOvE PROvIDED, I, PIPE JOINTS AIUST BE OF THE SAME HATERIALS, AND 1.,(4.n)..,LPZ.L.F71.VEQD.AL, IS SPECIFICALLY SHOWN ON THE PLAN. THAT D MINIMUM PIPE COVER SHALL BE 20 FEET E. F. ADS TYPE N -I2 KILN -DENSITY POLYETHYLENE nnrEN I or AASMTO5HALL 9L COMPACTED 'TO 92"PLR.N.' mlNimoN'DRY DENSITY PER .A.S.T.M. 0-1557-70 15 ALL PIPE SHALL BE LAID EN A PPOPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 7-023,1, THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS LZIELDING BASE IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH NEETS THE REOLIIREINENTS FOR •GRAwEE BACKFILL FOR PIPE BEDDING,' THE FIRST LEFT OF PIPE BEDDING MAY BE ZlIchi,.,E4c7rNEUIEAM21EIMAL,,,,IIN.TLHoE.I1OLTATI. THE TRENCH IS LOOSENED. REGRADED. UNDERGROUND PIPE SYSTEN ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 6 -INCH 8 -INCH DIAMETER WHERE SHON/11/ EASILY HAINTAINED THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY THE DRAINAGE/GRADING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE. THE CONTRACTOR SHALL IFEEP A DIMENSIONED RECORD OF THE 1350,101g t1D1,.VEF,IN ,C,.DEA=S AND SUBMIT SAME TO THE CITY. ENGINEER. AND TO BE SAVED. DRAIN LINES SHOULD BE LOCATED OUTSIDE THy uK19."LINy url'IREFANCIN BE SAVED WHEREVER POSSIBLE. 18. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 19 S=UAE,K, SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY STORM SANITARY SEwER SYSTEM, 22. RIP PAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1, FOOT ROCK AGGREGATE TO BE AS FOLLOWS. 7 INCH - 2 INCHES - 10 PERCENT - 00 PERCENT 23. TESTING OF ALL STORM SEWER PIPE WILL BE AT THE OPTION OF THE CITY OF TUKWILA. DERAL SPECIFICAT1Mx TT -645 <PRIMER. PAINT =INE c,To rA`NYD VEHICLE, ". aan3TE'rerZae6E6ATZEPE":"MtaZe6L2TITIEAF,c'21,TE'EEZETEtELLNEY,VT",11sTT7ITT'' APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLANS. THESE FACTLITIES 26. LOCM EARTHWORK UNE POTE4711 FUR UN SITE ERMSIMN HAS PASSED. ACTED 27 UUS&151,11ZZ1SE NOTED, ALL ELEVATIONS SHOWN IN PAVED AREAS ON THE PLANS ARE 28. DING Ax oft IVEGEigi1GNLACONSISTINGFOFARA PERSISTENT, ANDLEGUME GRASSES MEMINIMUM FBOD PER A[RE1, THIS IS i0 Irv[LUDENUA4 PERENNIAL MR HTBftID RYE- 00 PERCENT WHITE CLOVER GRASS 40 PERCENT LR CUE E9 APPROVED PLANS WILL REQUIRE HAPPROVALOFROM mTHE RPROPER ADLNCGEVIAn' FROM THE 30 THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. REAS AT ONE PERCENT MINIM. SLOPE, PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT 32PLAN B-11. AND MECHANICALLY COMPACTED. CUTS INTO THE EXISTINGTASPHA LT OSHALL ,3, EFWally&ZMENT CONCRETE CURBS AROUND ASPHALT EDGES SHALL BE CONSTRUCTED 34. CLEAN EXISTING SAXON DRIVE DRAINAGE SYSTEM vgbqxpil CONSTRUCTION NOTES AND DETAILS SANITARY SEWER GENERAL NOTES ALL liORK AND mATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS KOR ROAD, BRIDGE. AND MUNICIPAL CONSTRUCTIONT WASHINGTON STA, DEPARTHENT TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION. nATS,H1r=„1,E,Z1ANP,IF,R,V1NEIATZ. TOGETHER ulTH THE LATEST EDITION OF THE AN N ONTO COP, RE THESE PLANS MOST BE RN SITE WHENEVER CONSTRUCTION IS IN PR 7433-1 so HD, BE IT,TACI TFoe YA NEECoxiRutTLI`41EETZ.'NEERING DEPARTMENT SHOWN. AND HEREON WHIC BFEETEL TIZAnnifl PROPER AGENCY ALL NEW SANITARY SEWER LINES SHALL BCONSTRUCTION IS n4LEEAED OFF AT THEE. CLEANED. TRUNK CONNECTION POINT UNTIL ALL M uE 'AU'vrIgTALSOI,MsERAENON HAVE BEEN ESTABLISHED BY FIELD AND NOT NECESSARILY COMPLETE° '1"T°T0°T1TEI;OillEr'01`,TIUIETI7nOr ROWNER DOR HIS REPRESENTATIVE SHALL Ea zr STEN SHALL BE CONSTRUCTED gC[DaDING Tu THE APPRwE MANHOLES AND LIDS. 1Ax ARD DETAIL B z3Z,AwITH ECCENTRIC I9n CTED PER WSDDTiAPWA B. ALL MANHOLES OF 0 FEET C ALL MANHOLES NOTLIN MPAVEED AREAS SHARP HAVE (LOCKING BETWEEN INVERTS. LANDSCAPED AaEAs. SEWER PIPE BEDDING. AND TRENCH COMPACTION, A ALL SEWER PIPE SMALL BE ONE OF THE FOLLOWING AS DESIGNATED. 2. DUCTILE /RON CLASS 511. CONFORMING 70 A.W.W.A C151. 3. PIPE Am,. BE ANY OF THE ABOVE PROVIDED. A, PIPE JOINTS ,EJEE BE OF THE SAME MATERIALS, AND B1 nEARE.2,11a91Z,71%L, 1,5ATECIFICALLT SHOWN ON THE PLAN 9. 190‘riE,71ZZVER AT MANHOLES SHALL BE 8.0 FEET AND 5.0 FEET Pn.:11,5r.t.orA/1,9g BE A.P.V.A. TYPE •F9 WITH MATERIAL CONFORMING TO C TRENCH BACKE, SMALL BE COMPACTED TO MINIMUM 92% DRY OPTI1,5111 DENSITY PER AS. D-1557-70 (MODIFIED PROCTOR, PRIOR TO TESTING SEVER LINES FOR ACCEPTANCE IN SIDE SEWER LATERALS, A SIDE SEwERS SHALL BE 6-INCIT NINIMUM DIAMETER AT 2.0% MINIMUM SLOPE. CONNECTIONS D. IF NMT TESTED TOGETHER. PRGVIDEAHTGsr TEES AT EWER MAIN 13,10,:91,G5N,941,HT.01EsATER THAN 10 UNIT SHALL BE SERVICED BY ONE OF THE 1 DOODLE E. -INCH DIAMETER SERVICES CONNECTED TO TRUCK BY STANDARD ILES DR INTO MANHOLES. e SINGLE 8 -INCH DIAMETER SERVICE WITH CLEANOL1T. CONNECTED TO TRUNK :TV:TOLES ONLY (ALTERNATE CONNECTION NETHODS ARE DEPICTED tArlieNNECTIONS TO SEWER MAINS SHALL BE NADE WITH A ,DE OR 1 THE An.W.A STAxDARD SPECIEICATIOxS SECTIION 61E3.02 I98I EOITIOn CO DANCE WITH BOTTOM ON THE WATER MAIN. 13. BUILDINGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY SANITARY SEWER PIPE. 14 EASEMENTS TM THE CRY TIF TUKWILA. LL GRANT 10 WIDE SANITARY SEVER 15. C11,,,E0.911n,s,,,Firt1.6L,_t0A1=,ROVIDED AT THE RIONT-OF-W Y LINE FOR LATERALS ENTERING TmE WATER GENERAL NOTES I ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH IHE YWANDARD 2 INI,ARZZEIN COPY Er THESE FLAN( RILI,1 PI .FP w IIP, . 3 IT SHALL BE THE SOLE PESPONSIBIL ITY 01 T. CONTRACTOR 10 FICF :1,..1,1',.FTiR,..r.Q.Fo.LATED PERMITS PRIOR TO ANY LONSTF,UCTION ADTI,I, IN WI, APPROXIMATE ONLY AND NBT NECESSARILY COMPLETE , THE SDI FCCPEN IBILI, WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PL. THE POD,ACTOF SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SEW,. 1.0-929-91.55. FRIOR r.1111:1a,,,M,Ig.FROM THE APPROVED PLANS WILL REQUIRE 1,111E.N APPROVAL FROM rHE PASSED ALL PRESSURE AND PURITY TESTS. 8. WATER HAIN PIPE, DEDMNG, AND TRENCH COMPACTION A 19,Ea nR n scaiEconiu cO H Nc SHALL CONFORM To AN.S.I. A -21.4-T4 B. PIPE JOINTS TO BE PUSHED -ON MECHANICAL OR FLANGE JOINTS D. ALL WATER MIN PIPE BEDDING TO BE ARV CLASS 'C EttlzEn.rg d,rar Z,12E.TE THRUST BLOCKS TO CONFORM TO STANDARD WATER MAINS FOR ACCEPTANCE. LOWERED TO CLEAR. 11. COATnRA,011111,,TOMPZELA,N60=E1.5rfr BLOW -OFF ASSEMBLIES FOR TESTING 12 FRE HYDRANTS. A AL, FIRE HYDRANTS SHALT CONFORM TO THE CITY Er TUKWILA STANDARD PLAN B. Ak.,,,Fg,Eml-PlAIRAAT,Z;Erg ,S,1,;Lk,FACE PERPENDICULAR TO CURB AND TOWARD 13. DOMESTIC WATER SERVICES. ,DOE STRAPS AND CMRPMRATION STOPS,. B. METER BOXES TO BE INSTALLED BY THE CONTRACTOR. C. METERS TO BE INSTALLED BY THE CITY OF TUKWILA. i9, B=INGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY WATER 15. AliEWATA,M,A1,,N,5,,,MLIN PUBLIC RIGHT-OF-WAY REQUIRE 10 -FOOT WIDE EASEMENTS TO 17. LIVE TAPS TO BE COORDINATED WITH CITY AT LEAST 18 HOURS PRIOR TO CONSTRUCTION. WASA1-10ONCSURVETING SAND RATING BUREAU AND THE CITY OF TUKWILA MVIDEO TM EL -24.75 NOTE' COORDINATE WITH ELECTRICAL DESIGN PIANS TO PROVIDE 1 PHASE 115V POWER TO PUMP. T1/2" CONDUIT FOR POWER TO PUMP FLOAT CONTROL CB # 15 TYPE 11-48" W/SUMP PUMP DETAIL Reference Plan Sht. 2 2' DISCHARGE PIPE SUMP/EFFLUENT PUMP HYDROMATIC MODEL SW 25 1/4 HP, 1 PH., 115V OR EQUAL WITH FLOAT OPERATION PROVIDE MIN. 1 FOOT CATCH Q NOT TO SCALE Z LIGHT TRAFFIC TYPICAL PAVING SECTION (ALTERNATNE 3" ATB 0/2' CLASS 'B- < _. =ANEMENT' 3" COMPACTED DEPTH CLASS 'B' AC. PAVEMENT 6" COMPACTED DEPTH CRUSHED— ROCK BASE COURSE 12" SUBGRADE COMPACTED TO 959" HEAVY TRAFFIC TYPICAL PAVING SECTION NOT TO SCALE FRAME AND LADDER OR STEPS RIM=23.85 OVERFLOW ELEVATION -21.58 IRON 4 1/2 CCR. ROUND SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS. LADDER 1'-1) MIN. 3" 8 0.90 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL (TYP) E Helkg- &A -7e 003 220610 RAO IE=19.33 12" RISER OPEN IE -19.33 CB # 13, TYPE II -48" OIL/WATER SEPARATOR NOT TO SCALE GRASS LINED SWALE SEED MIXTURE PERFORM ALL CULTURAL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPES (CONTOURED). THE SEEDBED SHOULD BE FIRM WITH A FAIRLY FINE SURFACE AFTER ROUGHEN, NC. FERTILIZATION — AS PER SUPPLIER'S RECOMMENDATIONS. DEVELOPMENTS ADJACENT TO WATER BODIES MUST USE NON—PHOSPHOROUS FERTILIZER. "HYDROSEEDI NG" APPLICATIONS WITH APPROVED SEED—MULCH—FERTILIZER MIXTURES MAY ALSO BE USED. SEEDING — APPLY APPROPRIATE MIXTURE TO THE PREPARED SEEDBED AT A RATE OF 120 280/ACRE. COVER THE SEED WITH TOPSOIL OR MULCH NO DEEPER THAN 1/2 INCH. PROPORTIONS PERCENT PERCENT 01813851 APPLICATION BY WEIGHT PURITY GERMINATION KENTUCKY BLUEGRASS 30% 85 80 AOELPHI BARON, OR FYLKING) CREEPING RED FESCUE PENNLAWN) 40% 98 90 PERENNIAL RYE (DERBY OR PENNANT) 30% 95 90 BIOFILTRATION SWALE SEED MIXTURE 90T TO SCALE RECEIVED CIT? OF TUKWILA 1d 01 1 2 1983 PERMIT CENTER NOV 12 II' 0) J W 0 z co 0 z z 0 F 0 CC z 0 4) 0 H PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON MULVANNY PARTNERSHIP O LL 11820 NORTHUP WAY No. E 300 BELLEVUE, WASHINGTON 98005 0 • Q LLI CVQ N CO CO03 04• I I - N 1" = 20' co W c 0 cc W 0 0 4 EXISTING CATCH BASINS CB SAXON DRIVE PLAN AND PROFILE A PORTION OF THE NE 1/4 OF SECTION 35 AND THE NW 1/4 OF SECTION 36, T 23N. R.4E , W.M. KING COUNTY . WA r v C>'a�Vp N8008'21W '/`� - 253.00' J K. wpi - &.5 ,,,Ee_ 1t.)0E9- 5 pPrTE Pff' M tT - 11.1`, •? / EX. 1 EX. 6_5- _ - EX. 8" SS 0) tC 71042301Vj N(86'22'24'E-._-.- -- - / S=MH-0 76" S7 -__ - -- __ FROVDE T ASPHALT OVEF AY STA. 3+9571 TO STA. 10+91.33 10" WATER MAIN MEET 3) FL=22.00 'J11 FL=21.34 11 I 1 FL=21.96 1 CB Rec.# 6690772 C PROPERTIES) 1�M TOP -24.15 FL=23.65 CB -A RIM = 22.41 15" CONC 5 = 19.56 TYPE II 12" CONC E = 19.71 CB -B RIM = 22.49 12" GONG W =20.24 CBC RIM = 21.16 6' CONC W = 19.86 CB -0 RIM = 21.36 6" CONC W = 19.01 CB -E RIM = 21.45 6" CONC W = 19.10 6" PVC 5 = 19.35 00-2 RIM = 20.98 6" CONC W = 18.93 C8 -C RIM = 20.96 6" CONC N = 18.98 CB -H RIM = 20.88 12" CONC NE = 18.58 12" CONC S = 18.58 CB -I RIM = 20.91 12" CONC 5E = 18.81 12' CONC N = 18.71 CB -J RIM = 20.07 8" CONC NW = 18.92 CB -K RIM = 20.39 8" CONC SE = 18.89 8" CONC NW - 18.64 CB -L RIM = 20.44 8" CONC 58 = 17,74 EXISTING STORM MANHOLES SDMH-A RIM = 22.32 8" GONG E = 18.82 12" CONC W = 18.67 12" CONC N = 18.72 50MH-111 RIM = 21.42 12" CONC N = 15.72 16" CONC E = 15.62 16" CONC W = 15.62 6" CONC 5 = 17.56 SDMH-C RIM = 21.02 12" CONC N = 18.27 12" CONC 5 = 18.07 6" CONC W = 15.42 1 16" CONC = 15.52 EXISTING SEWER MANHOLES 5540-6 RIM = 21.89 6544-B RIM = 21.87 5589-0 RIM = 21.51 55MH-111 RIM . 21.30 6" CONC W = 18.54 6" CONC E = 18.64 6" CONC N = 16.17 8" GONG 58 = 16.07 8" CONC W = 15.81 8" CONC NE = 15.81 8" CONC E = 15.81 8" CONC E = 15.60 El" CONC W = 15.50 24 2 CURVE DATA it A 0 0 95'24'15" 90'00'00" 25.00' 2500' 41.63' 39.27' 27.48' 25.00' PROPOSED GUTTER FLOWLINE ON PROPOSED GUTTER FLOWLINE ON SOUTH SIDE OF SAXON DRIVE SOUTH 5100 OF SAXON DRIVE 12616-0V-1 7 NOTE' CONTRACTOR SHALL MILL THE EXIS6NG PAVEMENT ALONG THE AREAS WHERE THE OVERLAY MATCHES EXISTING IN ORDER TO PROVIDE A SMOOTH TRANSITION BETWEEN NEW PAVEMENT AND EXISTING PAVEMENT TO REMAIN. + o G II EXISTING GROUND AT CENTER OF EXISTING STREET 24 22 20 GENERAL NOTES G EXISTING SIDEWALK EXISTING CURB AND GUTTER A EXISTING EDGE OF PAVEMENT Q EXISTING FIRE HYDRANT CONSTRUCTION NOTES, 0 INSTALL NEW 2' WIDE VERTICAL CURB AND GUTTER PER CITY STANDARDS. 0 INSTALL NEW 6' WIDE CONCRETE SIDEWALK PER CITY STANDARDS. 0 RELOCATE EXISTING STREET LIGHT TO BACK OF NEW SIDEWALK ® EXISTING CHAIN LINK FENCE TO BE REMOVED. OS 5AWCOT (SEE SECTIONS) INSTALL PEDESTRIAN RAMP PER CITY STANDARDS. 0 REMOVE EXISTING CURB INSTALL 30' WIDE COMMERCIAL ENTRANCE PER CITY STANDARDS. O9 NEW 10' WIDE PEDESTRIAN CROSSING EIVEO CIN OFVTUKWIIA 202 1 2 1906 PERMIT CENTER SAXON DRIVE PLAN AND PROFILE RE - a - z CO 4 J -J 4 U aa_ O 0 co0 0 W 0 TUKWILA, WASHINGTON 1" = 20' • Nxss �"{� _ - — PRIVATE RAW 7. - --�- --- Rec. No. 6180358 I FL=21.8( wII SAXON DRIVE PLAN AND PROFILE A PORTION OF THE NE 1/4 OF SECTION 35 AND THE NW 1/4 OF SECTION 36, T.23N. RAE . W.M. KING COUNTY , WA EXISTING COSTCO BUILDING FF = 2620 NEW 6 WATER LINE (SEE SHEET 34 8.1 gr —.. _,, 1I- L__ r 171- 6 FL -21.9 EL -21 02 FL -22.00 FL -21.97 II N -.. " /` 9 PROVIDE T ASPHALT OVEF AY /STA. 3+98.71 10 STA.+10+91.3 1 FL -22.32 f 4J p.TmR 2„ SE WEK..• 1u Nt e SPFY pEem it OFT__ FL=21.95 88'08'21"W '� FL -22 58_.� FI Q (SEE 01 N0. 3..304-•T74 TEIW No. 613 23.50 1012 23 00 FL ZZ -- 08 SEE SHEET 2) 0/ I•, X. 15' EX. zs S1I TOP 12 0 O /0,llFL �ry \/ <r I z CURVE DATA # o R O 88'57'32" 25 00' 38.82' 24 55' 0 90'52'20" 25-00' 65' 25.38' 24 22 PROPOSED GUTTER FLOWLINE ON SOUTH SIDE OF SAXON DRIVE 20 SLOPE VARIES 47 4 22 / EXISTING GROUND AT CENTER OF EXISTING STREET 20 2 1 p1 s L brioe, der G'� GENERAL NOTES. A EXISTING SIDEWALK TO REMAIN 02 EXISTING EDGE OF PAVEMENT �3 EXISTING 3D' WIDE ASPHALT DRIVE WITH 2' CONC. CURB AND GUTTER EACH SIDE A EXISTING EXTRUDED CURB. CONSTRUCTION NOTES OI INSTALL NEW 2' WIDE VERTICAL CURB AND GUTTER PER CITY STANDARDS. 0 INSTALL NEW 6' WIDE CONCRETE SIDEWALK PER CITY STANDARDS. 0 RELOCATE EXISTING STREET LIGHT TO BACK OF NEW SIDEWALK O RELOCATE EXISTING MAILBOX TO BEHIND NEW CONCRETE CURB O EXISTING CHAIN LINK FENCE TO BE REMOVED. • SAWCUT (SEE SECTIONS) O7 INSTALL PEDESTRIAN RAMP PER CITY STANDARDS. OB REMOVE EXISTING CURD 9O INSTALI 20' WIDE COMMERCIAL DRIVEWAY PER CITY 010604RDS- 10 NEW IO' WIDE PEDESTRIAN CROSSING IEO clTv of ETVurcwlLa CV 1 2 1822 VV NOV 12 LU J LL 0 cc a. 0 z z a J a LU 11 0 z 0 x a Li) 4- PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON O 0 W� Woo Lu z a z a � z a.ELCf) > z Q CC LL1 N J c r m 0 LL N E l() tO SAXON DRIVE SECTIONS 23 25' IL _J L - - - - Lr EXISTING GROUND (TOP OF ASPHALT) 23 25' STA 2+50 33' CL 16.5'+ 16.5' EXISTING GROUND (TOP OF ASPHALT) EXISTING BUILDING FF=26:20 PROVIDE 1" ASPHALT /-- OVERLAY STA. 3+98.71 L2 TO STA. 10+91.33 `EXISTING GROUND (TOP OF ASPHALT) SAWCUT STA 4+50 33 CL 16.5' 16.5' EXISTING FLOWLINE STA 5+35 33' NEW 2' WIDE VERT. CURB & GUTTER PER CITY OF TUKWILA STDS. SAWCUT PROVIDE 1" ASPHALT OVERLAY STA. 3+98.71 ta TO STA. 10+91.33 —3' CL. B A.C. OVER 6' CRUSHED ROCK OVER 12'. SUBCRADE 6' SIDEWALK CL 16.5' 16.5' EXISTING SIDEWALK EX. CURB AND GUTTER (TYP) EXISTING FLOWLINE PROVIDE 1" ASPHALT OVERLAY STA. 3+98.71 TO STA. 10+91.33 STA 8+50 EX. 6' EXTRUDED CURB TO BE REMOVED SAWCUT 3" CLASS B AC. OVER 4" CRUSHED ROCK OVER 6' GRAVEL BASE 3'k NEW 6' WIDE CONC. SIDEWALK PER CITY OF TUKWILA STDS. 6' SIDEWALK 20 4 24 22 20 24 22 20 22 20 EIVED CITY RECOF TUKWILA NV 1 21S)) PERMIT CENTER 010V SAXON DRIVE SECTIONS PRICE COSTCO OPTICAL LAB TUKWILA, WASHINGTON MULVANNY PARTNERSHIP 11820 NORTHUP WAY No. E 300 BELLEVUE, WASHINGTON 98005 FA '✓NAL t.^ /NZ -"?6 I EXPIRES 7 73 971 1 CV E U() 14 ) 1,0,(-10,0 014 0" / 0 -yr 6,0t11, A ,V,Arrunr ro! 99 0 _ _0 0 —I tr1,1 A - _ 9.4.400 r 110. 11+0ea,J + e-44/C04'rUt1 07," 11-410110 .20.41 40139,10 P.-01,1(.1 .51014 6+ PR,. 0i-0' 6+1111-9(00 NsI1100,001,0R I 1,0 0-110 1101-411 14/ 0,.0 0.0 1,01, 000 t= A-7 Trfr 0+0000 aR40eiW -- 50J0000!N10p000+0t,MI,i'lt ?c7999999 +NA Sc999t07o5 ro Verr,g R-e-pcer-r BCPG Ro11C71000 (PAIL) 1140 '11”-1-11— Fax— G00:J 5 2 NOVO 1,1 MIA OILI r c 1 70.0904. NORTH ELEVATION 114000 pt.W. WEST ELEVATION 114 6(11101,It/,16,0!414 1)011109 01100 ,,,e,r404,4se 0004 Ktar. -Irme-mo + 7 -4 1100*0 00,4090 0012.0 ONPF--ir,ica err- 1- ,Lowr " 0.911111 0190091704 *11+400 0414317 1 J vcib-ooaq L SOUTH ELEVATION 1 --• 0400 0111)sioas , • 409 0400,061 r r++,- 1, 4001 0000 .3400 0,061 6004 !!tr-nrra .1+,0/010,1+ I,' 1-21,1. to.,00-j 417,4. 10113 To R,,,e T.00.106E0 EAST ELEVATION r -IN .12 /.011.1r, -40 81111.01016 DIVISION nu 12 1933 itRAIIT CENTER Er 1 2 14 9 § 8 2 2 8 9 14 s 1111999 r 1 1- 1 _ -7 - - { h- TINT SURFACE FRODUCTION LAD H242 5F. TINT EDGERS KS, C-itt iE6,MOP lo -d EMPLOY. EVEAK —4-EEEEEEM.M.4.4 TS -d' COUNSEL IAFRpM ,v 3' d MEN R.R E-LEVAMONTMP 3 d r�;1� oll 51,21,11,1. TOE -MET TRIM C WALL 4 TOP-TYP. J21JtIZ X121 E.1HLP TTaaX MET. LOCKERS EN1PLcYEE Lc EL Vet• 1-I • �.n SASE R. �VA'fG'N WCAL�LS“ NPC —LERAIC-TILE WALLS•TIE 'I taWALL 1/4' Doll d I- _.--n''4_ �- _— IL -MET TRIM C WALL 4 TOP-TYP. J21JtIZ X121 E.1HLP TTaaX MET. LOCKERS EN1PLcYEE Lc EL Vet• 1-I • �.n SASE R. �VA'fG'N WCAL�LS“ NPC —LERAIC-TILE WALLS•TIE 'I taWALL 1/4' Doll d I- _.--n''4_ �- _— --____I I I 'O7 IL //)I I+cv1E(L j V _ y_ . — OW1.----�1- ' 4 EOVEE EASE 1V4" -0W. E_EAS SAES YP. _E&r KR •M. WALL. TTE WOMENs RR, ELEVATION suaWER �vs E `earl &,e A) DECK vq � V 4 (f-Ao-ro 2, -mak 2'-4u` \ 44_4° 4 -�oYEs eiSE 'I 1 _- E FIot WEK-atr l°1116.1.42g-. eeleeVA1163,1 Met" -1 fz-..EL✓AnotCowsi�) v�.1 WBgt e .WAu; ELEVATi oN O MANir e's D cE I oe�y o11 V 1- W W aw ray'',Loll MAMAelef - 5, WAIN eiW6 (?Anir) %kn.,-1'-0 12% o N ' (6a1r11) HAND Sfrl L ELevAl 4 1/¢ 1',011 Y4=I'o° CDR. .XtewX N• ILL �L✓ ou 181'0114. (2,12- PA2n-na-- DEC 1 1 1996 Bt➢LE�ryL DM0. S NOV n 15£ w FERIAE CENTER 131-0 -4'I; 13'-0 l' lc --____I — I+cv1E(L SHOWER 1Lo = ,_c L r oil � On l C OQ 1, 1 1 0 1n Y 6 IS M _ -s" cCi I) _ 11'-8° / III A 16'-Iu CDR. .XtewX N• ILL �L✓ ou 181'0114. (2,12- PA2n-na-- DEC 1 1 1996 Bt➢LE�ryL DM0. 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MeAMErZWIE 641' RMe HoWslrle-WeW To eaTe McMPf-Ff 240 rWMe 'GKII1- Raz IATA RTIAL NORTH ELEVATION'?@ PATIO A5 REDO BY STUD 9 CE 0 ROLL UP DOOR JAMB ® H.M. HEAD DETAIL (HEAD SIM., JAMB Sln. TYP- INT. WALL SHIM AS RED. MTL. EDGE, TTP. SEALANT, EA SIDE. Tr,. ANDD. AL1➢ i. FRAME, TYR MOP. AL. DOOR W, P V4 TEM LASS. 3 ALUM DOOR HEAD 3.1 m JAMB SIM. SIDE VIEW FRONT VIEW DROLL -UP DOOR / AIR CURTAIN DETAIL CM". WALL !PAINTED, ---.. MASONRY ANCHOR REINFORCING PER STRUCT. DUGS. 52552' TEMP. COVER gre® I is TY, HM. DOOR FRAME 2' HIGH, GRaJT FULL, rAnn (PAINT, COMPACTOR CHUTE OPENING WRIARAA MCN Ea.!, as0551-11-9129 O T COMPACTOR OPENI'Cs_ [DOOR ONLY CM.. WALL ang."`'" ANCHOR REINFORCING PER STRUCT. PLUS. FRAME GROUT TF FULL, DRIP coNY LENGTH OE OR HEAD, SCREW MATATTACH CH FRAME AND !FAINT TO H91. DOOR W/ FLUSH SEAMS TYP. SEE SCHEDULUiE — H M HEAD DETAIL 3 =I ® JAMB SIM. SBONT HEALASIDES ALUM HEAD DETAIL O JAMB SIM. ® ALUM. 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ES -014 RntDT1 S DOOR FINi SH 5 • • 101 Moilt3E2CT,Rvica • IA2- MANIA2'S OFfG3- • 103 FRoRicrio-4 1. -AS • • 104 S UF'PIX • • 103 R4r...111114-I • 104 1404-I.6tEf-s 0F0c£ • 947 M49494044. 241 os Go✓4444193RVL43- • 1 0,1 MENST Rci,%9/l • • IIs' NOVIV-4,RE6Tt2,;04 • • 111 JAN112 • 1 1417 MAI NT ,1,.v ri„ 113 Ixo36Y • • 1141 EMP001%0 32EAK avII . • ' 115 GEN -WA, /'no1PU1E12 RM. • • 10G. AGGo12-471141 • 117 GOL1N441.114 • I IGSELf�iT A-I0He- • • 2 9 p8 2 2 9 a s 2 1,r5 NO3 15- 2 1992 A-6 EXTEND LADDER HATCT SLOPE DIVERTER PLATE SEE I/A1 i-1— i1 INSULATED CURB FLASHING TTI -L. ONINNSIDE FACE RAL CAP FLASHING BY MBS, MIA" ol ' ROOF HATCH, ]] GA�COVER 1 HINGES BY M59. BEE SKYLIGHT PLAN FOR LOCATION GALV. SHEET METAL FLASH.. SET IN SEALANT /4M• FB. STL. RAILSSUPPORTS ROOF HATCH DETAIL I-la•=r-m• -311111•1Ir��I10511•VITIl \1/1/i1111i NOTES: I, LADDER TO EX- TEND TO TOP CF ROOF HATCH 2. STEEL LADDER 10 OSEET ALL C-0DE5 I HA REOUIREMEMS. S. PROVVE RT BRACKETS•eP&.m• OC. MAX O LADDER DETAIL INNSTL. RUNGS ELS WALLTUD 0151544555�EL GNGLE4 STL BRACKEr. KWIK BOLT EMBED 3/�( 'EMIT ) O LADDER ELEVATION DETAIL PLAN rAIZAPET IZETLTIZN QETAl1 / Iyan:I:.oll PCI boiv-y L TOP NOTE: BOTTOM OF OVERFLOW TO BE P LOWER THAN ROOF. 11ETAL SLEEVE • WIDE EWE W/ 0' E FLANGE TBOOTfFLANGE SIDES TO BE 10• WIDE. WELD WATERTIGHT SET IN SEALINTANT, PRIME 1 PA G i CELL R l STRUCTURAL GNU WALL -WATERPROOF ON INSIDE OF PARAPET METAL SIDING ON BACKSIDE OF PARAPET WALL PDH, LINER ON RIGID BOARD M TTERtERDM CCONL TATO EXTERIOR) 0J5T_ FRIG.01544 PI 4-- - PARAPET Y-cTJRT PER MB.6�� RAINLEADER SIZE PER PLAN SEE PLUMBING DUGS./ 7 -INSULATED 0J5.3 BY /iiiiiiiiii'11i IIP' vuelawenta INEMVis eiL JOISTS ON NOTE: SEE MECH, DRAWING FOR DUCTWORK PENETRATIONS ® HVAC. CURB DETAIL ROOF DRAIN DETAIL ETrEL SUPPORT FRAMING MBs. BATT MSUL. W/ INYL FACING (o PLATFORM ASO\/ LAND�I_!a )T 'PLATFORM DETAIL ROOFUY DChIE 'BTN RAMER FLEXIBLE BELLOWS ATE ALL RAp FADERS OF PAR PEl WALL METAL TRAM ANGLE PAN CLOSURE GASKET METAL PLASH.. CONT. LEP MD UNDER REALLY I►` MTL RCOFRG CN TPI'^ -^-FS OfiliT l ANT TiT;T;T:" TAT 111 BATT. SILL.IIV UHITE VINYL FACE END WALL PARAPET DETAIL O 64P_L71�J u e 1^j/ r ri �f{P-01.71115 1 Ge: 721- l'J �7Alw LOo.o 1E1 OORMETALANDUNDERISI, I • UP WALLASHING. CONT, MTL, ROOF'G ON TRUSSES PRE�OLDED CLOSURE o.'��o GROUT ELLS PER STRUCTURAL CMU WALL - WATERPROOF ON INSIDE OF PARAPET METAL SIDING ON BACKSIDE OF PARAPET WALL RN METAL UP WALL N UNDER COUNTER FLASHING CONT. CONT. MTL GUTTER GID BOARD - SLOPED TO DRAIN EPDM LINER - EXTEND UP WALL I E uepT TAPE E COLD ICAL DRAWIAJ'9. MATE ONLr ) INOULATION BEE 9NTalaNRAL CLIP G ASSFI FLN1E P�,Z2V-ATION OROOF GUTTER DETAIL / YP o-la•.r-m• P,T. WOOD SHIM SLOPE TO INTERIOR OF PARAPET GALV. 9HT ML CAP FLASHING. ( TYP. Z F X07 DED CLOSURE GALV. SCREIIIi 3NEOPRENE 9HER5 (TYP. BEE BTRICTUR4L BEAM ATOP 'ALL P.T. Ax cATOE W/ Ia' AB. e 6 SINK AB uAEpS (ttP. 1ER Im CMU, TOP I COURSES ACCENT BAND METAL SIDING ON OF PARAPET WA LL BACKSIDE GROUTCMU WALL - CELLS PER STRUCTURAL OPARAPET DETAIL I-la+r-m. s1Nc,LE-1'I-Y RooP OVER RNID tw6ULAmc OVele Mn 17 K, ® ® ® ® ® E IErn s,s. MTL rti >•—Tor c MAGI-112YAZo✓E 912.'1•-&.t:i 11— To" a Aftve, h ?-a (c•-'1,29 O9 ROOF PLAN SGALE: 1' . 30-0' J-41 GIIV OF NY,W1lA APPROVED DEC 11 1995 1,16,1 BUILDING 041510 [101 -C.1 -11,e D.W-=�/� Al 27 r- -rt A- .-roPJJNIf 1,ccA-I� {a,LIMiF'a C t 422NFti1I0H Ic1N1u1/ o s-oRM PRA ';',-5ra/l 0 F c vFi(w1AA W 0V 1 2155, 4- 1 C< 3 2 A7 v 1 1- ETESIMEINEEMIIIIIIM� E11111113 2a6;Rb-�TLL1l16.0 a. 4/ 214'> I, PL vii .' 4'/ . v2 ;'\ - <7g'PJ �`I,9\ n 1924> 210 O 1G -1z...,-r- 4441041 VA -7-A,, P- RIS NE 3 '' ' M rL rJnrCA GH •L11-. 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MTL rti >•—Tor c MAGI-112YAZo✓E 912.'1•-&.t:i 11— To" a Aftve, h ?-a (c•-'1,29 O9 ROOF PLAN SGALE: 1' . 30-0' J-41 GIIV OF NY,W1lA APPROVED DEC 11 1995 1,16,1 BUILDING 041510 [101 -C.1 -11,e D.W-=�/� Al 27 r- -rt A- .-roPJJNIf 1,ccA-I� {a,LIMiF'a C t 422NFti1I0H Ic1N1u1/ o s-oRM PRA ';',-5ra/l 0 F c vFi(w1AA W 0V 1 2155, 4- 1 C< 3 2 A7 v 1 1- 0411 O'-;lQlpr6 Ie,L4"Lo14 Pi I41 -o' The oF --o°K 111c�IUNe� GONnh, uT iz vp-°a4i-15�. •vu�wxv�n•1�� eKir II iL 19'-4' ser. tint iiscooK 14' o" TOP Of PRadck4101 + &Li,' -Prop P TION LA6 VIVONr."' 41 Cirri oN 1 •1 V-23 pia -1T I N$ULA-Dat4 iNSULA�tori lot oiT P. pWINCoW 40I.IN&-ia0- 3'-d.WX�i-ooH WIPPOW j -d' TOP OF ,17-PPGE C ALL SPLIT -PALE Pa,tGK W/INTfFATGMR O1 -Q', a>i• 10z -di spur -Pots Gt✓1U W/ • N1E31 RAL LOL412• AcColli-ro- YOLK 14 a" Tor of Hz -23 >3 41 p. irOE If+s.ULAT-Ior4l I UI.AToN ;, -a' r.Ea iINGj f51-0, Tor oP WINInW 4'La" Yd'ti VyINL4F'4 �1=d' eorra4 of -14 ispayv "i9 R-lo.caifl' oll { =1111 Iha1I P 911 —11 L_- 7YP L � Grl oht c - LOQ 12 -Io coNrH Ir4 UtA-TIoH 1)17 MALL 'lloH . 2. �t� WIML�W1 I.Oo. `TING eL(Cy�QIAEMt tur oN:lg/LC'f.iB�GP SIN_. IIIIAj1 II or-FH-ri,tirip9y4 Vz':1-Ou 31 �INNIEWIRS MOM 11. N9NLA comeiessoR/vGcau 40LC:� uP-� vc�rc. ,ommomommir111 miant 111 a � sULATarN "" 111K IId III IIP 0 OWALLsE—OriON� CE, -ME E-sse-E iZ-M- 0 I,q_1 0 moDUcl1crl LAP= Ig -d e-23lAa�4 I4' -,a -or FG1 INP4h�E IZ-d' CEILING I R -Io Tu 4L o INSUL fol* -f11,11_11 r � NAt-- nasi, mor 1,I= to CoNT1NUoLl .. •INSLLLancti �I' 1I TfF � I 1 OTYPICAL WINDOW oFENINe L. , INC a�.EZ TU -13E... 5fL-SEE _ _5rvuC. -- L 9'-0" APr ?EZ LewLEe MFR. 14.b" OWALL SECTION @ KEC�IVING t f< I/2' -4'-G' ri1v of 1DKWIU` ppp ROV ED DEC 1 1 'MD BUILDING DIVISION cirMagma N01/ 1 21111 PERMIT c,ipi C` n E f { n PRNNE"jNFR� MTL. WALL LYSAIDE OFT�RaP� k SecIT ETITAIN5 R-23 &ATT INsianO4 II-EL. CRNOFT aW 9FT grfos TH[ST-„IPE �LAsslN- A6MOP. CQlir FRAME (.1-ENPCLA55 IN S-pod2)51PkL16NT:. L_r WALT----9ECTJON @_EN fIZA—NCE-_- t VZ 12 -lo Go11IINUOIAS 11-ISULATIohJ L -� -- aF::tikKpt'sg�vNDTNRhhN- LI- OP r+Y SAILS. REIbKTM, L 1 ALUM. ¢, FGHT TOWER : 51DELIGHT OSLe COVERED PATIO: Nt D1DIVISION offrReV F;DV 1 2153"s OGUNS / SUSP_ CLG. DtL. PARALLEL TO Tr, 12 GA (TTP)RD WIRE cARoss P RALLTEE EL TO - MTL. UP -LIFT ROD TO 9NREC12.-EV-EVO/GTEA. ABOVE GY FRO EDGE OF CEILING AROUND UND PERIMETER PARALLEL TO DROSS TEE °SEISMIC BRACING DETAIL NOT TO EGALE °CEILING DETAIL a INT. PtN. 10 SUSP. CLG.'s EXT. WALL 3 ¢ MIL. STUDS I6' O.C. MIN. F.RP.P. OVER M.R GWB. PROVIDE BLK'G. o SINK EDGE CONT. SEALANT BTW. TOP EDGE OF SINK 4 F.RP.P. MOP SINK CONT. SEALANT BTW. SIDE WALLS OF SINK 4 TOP OF POLYMER BASE 6' HIGH see' PLYWD. BACKING m BASE PLYMER FLOORING W/ INTEGRAL 6. NIGH POLYMER BASE CONC. FLR. SLAB BASE DETAIL m MOP SINK Ci1PPq 0UFO 022 11 1996 oWISIOV NOV 1 21223 0 4 m 0 Z U z2 1 9 a ff 2 C« a TrOF S) s A-10 4 T DI 3B' 0.-0" .—G COL. FTG. 6 CONC. SLAB ON GRADE OVER SUS BASE PREPARED PER SOILS REINFORCING E0 WAHAI Y (R 3'I-0'o/c max.) c 5048 MID -DEP. A -'V OL. FTG. SLAB LAB SANE AS DING 0000 I' -G O. COL. 0, FTC. \ 8/ 1 o' 733 SLOPE FTG. (-5 3 -Tri SIM 0-3 z'-6 12'-6 12'-6 c) COD { - , L L}J 6 CONCRETE SLAB ON GRADE O R UB -BASE PREPARED PER SOILS REPORT SUB REINFORCING 44 O ITc/c EACH WAY. (CHAIR 3'-0'1)/c MAX.) O SUB MID DEPTH. TOP ISO REF. DATUM ELEVATION 0'- (U.N.O.) SPE ELEV. PER CIVIL GIN ER 12-10-96 TRENCH DRAIN PER CCH. TYR LTJ TYP LN 0_ 00.5 (-2'-6) 06.5 i (62—t L_J F6.6 bi — — 1 . CJ I I E -a (u.ryttP® .a.) n.o J L — — J (-2.-0) T-+.0 F5.5 r -1 -L--- A-3 1( 2 -0 ) F5.5 23'-8 39'-8 Pqbo2q 38'-0 1rm DAM CONC. COL. TYR �• _ I I®CANOPY 1 I 5I Y r5 : (z v) L � 5 L� TIL _E.3.5 j F5.5 — r 3.52/ 1,1 'F 0431 12'-6 Irl t2' -e'7 t2 -e' '. 12'-B" 12-10-96 6 CONCRETE SIAS ON GRADE OVER SUB -BASE PREPARED PER SOILS REPORT. SLAB REINFORCING / O 10R o/c EACH Y. (CHAIR 3'-0'0/ NW.) OO SLAB MIT-OEC..TOP DATUMTION0E$4BSNJRFE ELEV PER CML ENGINEER. A'1'10821(173 O DEC 20 1996 SU IN a IoISI0N1 061028 1996 R0810- cENTER FOUNDATION PLAN U �� • NDTEs, �- - TOP OF 5U8 ON GRADE IS AT DCANIA ELEVATOR 0'-0", (0.N.O.) -/ 1% 2i__21 V 2 TOP OF FOOTING ELEVATIONS INDICATED THUS. ('- "). y CENTER FOOTINGS ON WALLS OR OL (1 S, (U.N.O.) 1 1M, SEE DWG. 53 FOR FOOTING SCHEDULE SEE DWG. 56 FOR GENERAL NOTESS/ 107.1.i ✓' CC.M.U.N EXPANSION JOINTS PER ARCH. VOID ALLWALL K..1TO E JB. sAPREVTO E ENO FROMM E EVP O I�O' JOB NO. 96083 ENGINEER: R.R. DRAWN: DAR SHEET N0 9-25-.96 Si. TURNIP 39•-0' 38'-0• 0 0 coL. CANOPY 73 COL 1 CF CANOPY COL. HvERSB36CO i'-2204 1Y P. DECKING 1-0 COL. 39'-0' I 1 k OL. -1 4 FG. 18 r AMS.. J-4 E-4 ORAL STRUT D.S. DRAG STRUT (0.S.) DRAG STRUT (D.S.) [16'-T0'] RIDGE EL. [1e•—vl S.J 8900# UNAC IT [10•-4] 19•-4"> <32'-0' CON' C-4 HIGH b 5 EOUAL SPACES 12'-8' D• 230'-0 0 12•-8• 30-0 O ROOF FRAMING PLAN NOTES' } = 1•-0" I.) 1 •-'1 INDICATES TOP OF FRAMING ELEVATION (BOTTOM OF DECKING ) ABOVE DATUM. > IN01CATE5 TOP OF PARAPET ELEVATION ABOVE DATUM. CONTRACTOR AND TRUSS SUPPLIER TO VERIFY WV WEIGHTS AND LOCATIONS. BLOC. FRAME SYSIEU AND BRACING 15 BY M.B.S. C11V of R[,VFD TUNWI[A APP DEC 11 195D ROOF FRAMING PLAN ZI 0: 1- aLuEE3 Q J. -Z3 O0I J p K toI, O W 1- 0. JOB N0: 96083 ENGINEER: R. SHEET N0: S2. TUKRFP2'-'. OPDCAI;.,=40103 NOTE:NTMBEO REINF, 1'-6) MIN. 0 SPREAD RG (Ni ) E NCH. ORS. FOR SPECNL JOINT FlNISH. 2) SOIL SU106401 PER 50115 REPORT. CLOSURE STRIP JOINT �IpT[� FP MUST OCCUR IN 8' INCREMENTS) TYPICAL C.M.U. WALL PER SECT. B-3 RUNE. HOLD OWL yy CLR. TO INSIDE. OC• C.M.U. BOND BM. O SLAB LEVEL 0NISH 00001 O6 SLABPER ARCH. DOWELS TO MATCH VERT. STEEL (ALTj HOOKS) (PER PLAN) CONT. FTG. min BTWN. SPREAD PEGS. SEE PLAN FOR WIDTH (1-6" MIN) -:FINISH GRADE PER ARCH. PER PLAN Tp -Ai DET .. M,. w/"""1001AIL 6Y Ot.B.S C L. BASE R BY MB.S. ANCHORED w/2-1"0 ALL THR D ODS EMBEDDED IN PEDESTAL 3 WASHER SAME LENGTH AS L. SE R. 14,1_ 4 q o/cSLAB DOWELS 6 L"NGTH AS WASHER COL. BRG. LER EXTEND ROD BEYOND DOUB E NUL ON BOT PER PLA sur j 411 P4Uo5� 10,N6.00/0 r CLR. 'O TLE TVP.'m J soS ERT. DETAIL a1 GROUT ALL UNBS BELOW BELOW SLAB SOLD (TVP.) FOOTING PER PLAN DETAIL a2 N..5. SECTION A-3 REINF. PER 6 HAUNCH TINT. SECTION F-3 0" = 1•-D' DIM. VARIES (SEE PUN) *I. 0' 1 5 SIDEWALK SIAM REINF. PER MAIN BLDG. SUB `LOPE NOTE: UUNITS MUST HAVE AT !FAST THE FOLLOWING CLEAR CELL DIMENSION MEASURED ACROSS THE RN, J90 EXCEPTIONS 6 CMU. 5' 0" C.M.U. 68" HOLO OWL CLR. TO INSIDE 0 C M.0 BOND BM. O SLAB LEVEL FLASH GRADE OR SUB PER RC �Io 61 VAR ES * PPUN) - mt MIGAL C.M U. WALL 1HICKNF.55 6 52 REINS. BAR 0 IAP TVP. C.M,U. w/REINF. PER SHT. 55 04 ¢ L p SLAB 00WELS O 16"0/c 1 r IJi Il! 3 o lh :74103.§0/A 2 TO 4'-6 WIDE COL. BASE R BY M.B.S. ANCHORED g /2-1"0 ALL -THREAD rM*E WASHER Nan SEC CONC. CURB PER SECT, H-3 (SEE ARCH. WIGS.) SRF UE ON GRADE ON. PIAN Ep. PER PUBJ SECTION SLAB ON GRADE PER RN. 1 PLAN ,9 ( SOILS EPOMJ FOR SLAE SUBBASE) GROUT ALL UNITS BELOW STAB SOLD (TYP.) E PEDESTAL BEYOND T. A DOWELS TO MATCH VERTsTESEC EL R(G.LT. HOOKS) OLBEYOND ER PIAN k SECT. A-3 g5 CONT, (2 TOP & BOL) 2'-0" AND NARROWER ITGS. g5 COM, (3 TOP & BOT.) 2' -I's TO 3'-0" WIDE RGS. 05 CONT. (4 TOP & BOL) 3'-1"+ TO 4'-0" WIDE RGS. CONTP RG. 0 W SPREAD RGS. SEE IAN F IDTH (1-K' MINj B-3 - TVP. (O.N.O.) COL. k FTG. T.S. COL. BEYOND S.3 ON GRADE R FON. IAN PEDESTAL BEYOND PER SECT, - FOOTING PER CT. B-3 L FTG. BEYOND PER PUN SECTION G-3 V = OND BM. SR. THRU CONC. 04x4.0" O 0/c SLAB DOWELS g4 CONT. PER ARCH. C.M.U. WALL BEYOND PLWGRADE ■ 2 g5 CONT. J 10^ 1111 CMU WALL GROUT BELOW GRADE } (PER PUN)(�JI 1111 SOLID 611 145270./1:0011. BACR, PRER SOLS ENGR. KESEE f NOTE O4 BELOW E0'. vVARIESU 0 $I--AN.x. P 05 H. CONT, 84 0 To/C S.N.F. HOLD 04 0 ITo/c V.F.F. 04 0 120/c H.N.F. 3"0 °T WEEP (ABOVE CURB) g41-® 8"o/c 04 0 16"0/ T. & (PER PIUN DRAIN IF REQ.° BY SOILS OR CIVIL ENGINEER FTG. OTLS. PER SECT. 8-3 I PER P SECTION C-3 GUARDRAIL R ARCH. CONC. CURB PER RCH 6o/CTO 2 04 O CONT. TDP RAMP SUB W/ O 16'o/c 0 MID -DEPTH, = IC -6 C05 R.B. CONT. g5 CO.. BOT. SOILS PER SOILS ENGINEER SECTION H-3 PER PUNK NINC WALL DESIGN: 2.000 psf. MA%. L".=SURCHARGE CGSOILBRG. & EFPNOTED ABOVE ARE AMIN. WIEFORSCONDITIONS.) NON E%PNSNE IACKNLL ENTS. MIN. WIDTH 0 WALL HEIGM. COMPACT BACKFILL PEA SOIL ENGR, REQUIREMENTS. PROVIDE 1 T 2 FOOT WIDE ZONE OF PERMEABLE MAtERWL IMMFDWTELY ADJACENT TO THE BACKFILLED FACE OF THE RETAINING WALL FOR DRAINAGE. ANGLE BEYOND q� 04 TYR. VERIFY w/ DOL2^LEVELER MFR. L4x4x 1 i'0x0 6 W. S. O 24"o/c 6" FROM FA. END (LE EIER OT\IP.) EA. SLAB ON GRADE ANGLE BEYOND C.I.P. WALL SEE SHT.R 4 & SECT. 6 CONT. C.I.P. WALL PER 66PLN 6o/C gZ CDNT WALL �_ LEV. SH > HOLD 1}"CLR 6 CON, PER ARCH. goo=JO DMpMIN. 52 A 2x 4 CONT KEY (PER PIAN) Pf O 16o/c E (2) 04 CONT. 4 DOWELS o 1To/c PER SECT_ B -4 1r05 V. 0 OPNGS. c.LP WAL1 w//OS 0 IT•o/ D L5 . MATCH VERT RELIVE O FTG. PER SECT B-3 SECTION D-3 NOTE. 514845 ALL OM0114 S •/ DOCK LEVELER \FR. r = FOOTING SCHEDULE 84..2.094, MARK SIZE REINFORCEMENT (BOT_ E. AL) F3.5 3'-6' x 3'-6" x I'-0" 4 05 F4.0 4'-0" x 4-6 x ,'-0" 4 05 F4.5 4'-6" 6 4'-6 x 1'-6 4 05 F5.05'-6 x 5'-0' x 1'-1" 5 g5 45.5 5'-6' 0 5'-6' x 1'-2" 6 05 F6.0 6'-0" x 6•-0" x 1'-6 5 06 F6.5 6'-6 x 0-64 1'-4' 6 #6 1'-0 x 7'-0' x 1'-9' 8 06 F70 2'-6 x T-6 x 2•-T 9 06 F61.0 6'-0- x 6'-0' 1 2-3" 8 #Z F6.5 6'-4" x 8'-6" 1 2'-6 10 17 F9.0 9'-0' x 9'-0' x 2•-9" 11 07 F9.5 9'-6 x 9•-6" x 3'-0" 8 08 FA 6'-0' x B' -O' x 2'-3. BOT. T& 0 LW. & S.W. NOTE' 1.) ALL RG. SIZES SHOW .Y NOT BE USED ON TH15 PROJECT SECTION J-3 Q PER PLAN FACE OF WALL CLOSURE POUR (AST STAB O RIGHT) OWL SEC PER SECT. B-3 FOLN b � �.0 ON M PLANS) w 2' CLR. 0 FORMED EDGE & CLR. GAST tt AGAINST EARTH fi ' BASE R 4-1.0 ALL- THREAD (O.N.O.) (EMBED 1TMIN.) )' MAX. NOR- M -MINK LEVELING GROUT SURE GROUT ER COLI. ERECTION T.S. COL PER PIAN }" MN ALL AROUND CONCRETE SAB MESH 'LIGHT TO L NT PCP. NOTE: 0 SECT. E -3A PROVIDE 2 50. kPUNM �-84 J g3 nES 0 60/c w/3 TOP 1j o/c T MAX. Z EOM. .LE S EAS COL B. $COL.SPR& PTO. 4R SIZE PER PIAN NOTE, EXTEND THREADS MIN. 04 A REINF, PER SCHEDULE ST DBL. NUTS O BOT. TY, 1470; WAN F00TINGS LESS n 1 DEEP, DEEPEN 000 BOT. OF ANCHORT BOLTS LOW SECTION E-3 & E -3A . =0-0. NOTE" OIDM. Tr- FACE-SHE O CLR. REINF. FACE -SHELL U. SIDE 6000 BM0M. _ wap 0o CONT. oBOND ELEV. MroHIGH PER NCHE M . TORI1Es6" -3' 0600* IN CONT. BOT. 841 910 HOLD 0 ES UP PER SECT. A-4 9I¢ NOTEH I I e cSJ .0 ONLY HIS DOWEL 41)51 BE REINFORCING STL NO PLAIN BAR PEP PLAN SCREEN WALL SECTION K-3 12 CAP COURSE PER ARCH, 2 X4 H. CONT. TOP 4'40& 2 g/0 20/0MAXT. HORIZ. IN BOND BPS, /TOP OF ONE BONG BDG. DATUM EL. 0'-0" FINISHED LOW SIDE GRADE PER ARCH. EMBED 5' MN CMU WALL 2 04 CONT. T. 04 0 16 o/c Z4 905 NOTE: PROVIDE VIO NSPECOON & TESTS OF GROUT, MORTAR & U UNITS PER CODE OCA a \2 MAXIM. SPACING LOCATI AB ON PER FON. SL PER PUN 6x6 W1.4x01.4 W.W.N CENTER IN SLAB 04 x 3'-0" 0 166/6 4611 C.S.J. MAXIMUM SPACING & LOCATION PER UN SLAB PER PIAN l 0"-,•-D' 1-o3'-8' P17410 0001 O 46 /c CUT ONE END w/o FLARE & GREASE ENTIRE BAR -- 6x6 91ANW51.4' I.: CENTER SUB CLR�9LLX. CO) E ARCH_ DTLS.EOR JOINT FINISH 2.)SOIL SUBGMOE PER SOILS0110 REPORT. CONSTRUCTION JOINTJC.J.Z 0. = 1•-0 CHIP PFR O5 3 OEC 1 5 i996 o,lll��l�;� pI0I510N SOFT -CUT JOINT 6x6 E410W 1.4 W.W.M. CENTER IN 51AB 721. SEE ARCH. 014,0. FOR SPECIAL 401721 FlNISH 2.) SOL S000000E PER SOILS REPORT. SHRINKAGE JOINT (S.J.) 4 05 ,15H STEP FOOTING FOUNDATION SECTIONS 0. L 05 0 0. z$g 8 JOB N0: 96063 DRAWN: DATE: -4-2e?.' RE0I0NAL';;OPTICN.. LETTERED GRIDS CAP R PER ARCH. CONN. OF 00014 'CHORD & WALL SUPPORT BEAM TO MAIN BM. MUST RESIST 014PH. CHORD TENSION & COMPRESSION. DRAG LOADS & SHEAR LOADS PER DIAGRAM ON SHEET S4 A5 WELL AS WALL 110 0 ROOF. FOR WALL TIE LOADS PER NOTES ON SECTS. C-4 & 0-4 .fi12-M ALL BOLTS MUST HAVE PA6E58411 REPLACED D O/OVT1EALLAROMMD 801.T. TYPPROJECT 40800UT 1815 PROJ(NO EXCEPTION) PKG. & GUTTER SUPPORT BY M.B.S. (TYP.) METAL DECK SPCG. PER SECT. C-4 NUMBERED GRIDS 1'-0' SPCC. PER SECT. 0-4 8E' -Q FIRST ADDITIONAL NUT TO BE RUSH w/ FACE OF SOFT FROM cOL SECT. C4 O BOLTONT ODD JOIST 5'-0"9/4 '1=u iaiu N. SPACE LESS THAN ITSPACING 4�". [PER PUN] 1 OR = 5'-0" ' JOIST BY M.B.S. LOCATION OF 3 d8 CHORD SR. GRID 0 CTR. CHORD 511. VERTICALLY ON 5ECTON 4 _EMBED PLAJ-TES. ROD BRACING PER M.B.S 1001 8008 MOT BE INSTALLED PLUMB. STRAIGHT & TRUE BEFORE THE C.M.U. WALLS ARE CONSTRUCTED. :SEE. GENERAL NOTE FOR 1[1.5HI UNITS. SECTION ROOF CHORD WALL SUPPORT BEAM BY FAILEADERPENETRSEE ATIONS 005. FOR WEB OF HORIZ. BEAMS TYPICAL. A-4 SECTION B-4 NUMBERED GRIDS :::0r0" PER SECT. rao& L LETTERED CONN. CONN. BY B.S. ADD 04 CON, HORIZ. CHANNEL SECTION F-4 SEISMIC & WIND LOAD PER "WALL TIE SCHEDULE' THIS 581. -I 6MBED .84 HOPoCZ.ONNBN. & . - SHIM R CLAMP R WOOF 51040/ PPORT BM. BY M.B.S. 0 HUOED ANCHOR DLT (EMBED B) NUT U. SIDE 5 CE G R E el BO/c NOTE; REMAINDER PER SECT. A-4, C-4 & D-4 (TYPICAL C.M.U. WALL TO ROOF CHORD BEAM, CONNECTION NOTE NIBS : TO PROVIDE & INSTALL 88118IN011 08008 A. BOLTS. MASON TO BUILDWAL1 AROUND ASSEMBLY SECTION, L-4 PLAN CADDONT. �2- M44. 8 [PER PUN] -' R HR5T EMBED C80PELEDGER) R PUN EO - TYP SEE PTP] EL UN OF JOISTS o BM.- IPER "WALL BELOW HEDULC HEADED BOLT C.M.U. WALL LETTERED GRIDS R00F CH0R0 LL SUPPORT BUMS /80105 TO C.M.U. BT G N. C844500 008. MOMEM INDUCED 8Y ECCENTRICITY FROM M. 80115 TO 'k 0M. WEB ;'i.TO BE 10588 INTO 0810 80. AL1 141817 ABUS. NE TO BE ERECTED 5TINJGH N TRUE WITH U508 SO THAT C.M.U. OVAL CAN LATER BE BUILT TIGHT AGAINST HORIZ. BM. MANCE. TYPICAL ALL 81000108 WALLS. 11111 CHORD BM. BY METAL ROOF SUPPLIER (M.B.S.) DKG. & GUTTER SUPPORT BY THICKNESS SEE -f SHT. 55� 000 0011. EXTEND BM GROUT &" MN. ABOVE ANCHOR LEEVE LOCATION w/2 S4 CONT. EMBED SECTION C-4 ALL ANCHOR BOLTS SHALL PE GROUTED IN PUCE CTR'D. 30 HOLES IN MASONRY FACE SHELL, TYPICAL }"0 HEADED ANCHOR BOLTS 0 24 -o/c /NUTS EA. SIDE OF BM. FLG. BOLTS ARE SUPPLIED BY GEN. CONTRACTOR (EMBED BOLTS 5]" MIN O NOTE, REMOVE CRO WEBS AS NECESSARY To PLACE BOLTS BO TO PLANE IS RESPONSIBLE ATO EE TLL THE HAT THE BOLE ARE 90 TO THE WALL AND YP ON RERACE ALL THAT ARE NOT. T SUPPORTS AS REQ'O. BY M.B.S. �11V RAMSEI REO -HEAD YNABOLT C M.U. SLffvf ANCNOft. � CHOSPBOLTWEPECTION EQUIN CMDUFONOR �IS PROJECT (EXCEPT O PARAPET TOP R) ALL NUMBERED GRIDS 3LDG• AT D 1545, *00 P00005 ER SECT. SECTION G-4 1. B. I� FPLASHINGER ARCH • .- ■ .111411111 1411 CUP Z3x 3 x} x o8 -e" w/ 2- BOLTS O 3" G4. THRU FA. C8 JOIST WE TO LEDGER CB / FILLET ALL -ARO ND c0 11.5C ME. LEDGER ANCHOR EM BOL MI o/c EMBED 0' MIN.. ALL-AROUND EA. . ANCHOR TRP. 5. EMBED BM. PER PIAN SECTION M-4 CENTER 1 S5 x.3' -IT VERT ON EACH SE OF 3 *HS & TIE TO FA STUD UNDER HEAD (2 PLCS. PER CONN.) " = 1'-O" (A32EVN) MB's L33 x 3 x NT. C8 x 11.5 }" = 1'-0" CB x 11.5 CONT. LEDGER LTS PERSECTIONR-4 • [PER PUN] NAMREMAINDER PER) SECTION M-4 /4- [ WELDS HEADED STUD$O 9"o/0 EA. AY ALL WHS.', SHALL BE GROUTED TRRRT N 1 PUCE N MASONRY FACE SHELL. RPICAL. MAX.ACE EMBEDS 46"0/1SEE SCT. E-4 LOCATIONOF 1st EMBED [SEE PLN] EL .. TOP rr OF URLINS I 8 Q BM. LOAD PER "WALL TE SCHEDULE' 1$ CM.U. WALL SHICK55SS SEE SHi. 55 Iii IiIiILII liVelld 011110F) 111/ Ili SUPPORTS A5 RETRO 1111 DYNABOLTC U. SLEEVE ANCHOR. 1 111 (0R APPROVED EQUAL) 1,111 .- ADD HORIZ. BOND BM. EXTEND GROUT 5" MIN. ABOVE & BELOW SLEEVE ANCHOR LOCATION w/2 }4 CONT. CMU ENDWALL ELEV. EMBED BED R ER SECT. J-4 0 1-0" oic 1 /4 CONT. W S IYP: +VARES NUMBERED GRIDS Q SIL BM. & COLS. 0L0 END OF ROOF JOIST CM FROM FACE OF EMBED R BY METAL DECKING & J01515 BY M.B.S SEOE LOAD PER •WALL TIE SCHEDULE' BELOW n: SS 0011 THICKNESS ERECTED000IZSTRAIGHT AND TRUE WRH CANSLAALL TER BE BUILT TIGHT NGHORIZ. BM. RANGE. 1'1P ALL EXTERIOR WALLS. DKG. & GUTTER SUPPORT BY B . TYP. 00088 BM./DR48 BM. BY METAL 0008 SUPPLIER (M.B.S.) � S J - EMBED SECTION J-4 CB x 113 BLHG. PUCE O 4'-0' 00 000G3x*xi }( 0'-M Ui EB JOWELD 2A7 POUND 0 LEDGER & IST w/yr FILLET. SECTION N-4 Pqb = 1'-B 8" xi MBED R w/ C )4" 0 x 0 5 PROVIDE 1" MN. GROUT MRO FOD WHS THRU C U CE SHELL PER PLA SECTION P-4 DTL. p -p © EMBED .8 T EMBED R PER CION UVJ L0 JT R5 '� 1111 Joao �flGRII]r 1st SLIDING CONNECTION 1st EMBED 48•o/4 PANSION ALL MEM 8001 J417000/ PLAN e7 e, mnimmillim ■ �� I■I 3-1 4 TAI SECTION E-4 r = I• -P CoRAc STRUT/CHORD „„--Ns_400PLF MAX. OLROOF DEFLECTMNS T = 1 45") HORIZ. CHORD BM. BY M.B.S. RECESS MASONRY WALL 8'x1'-6- DEEP CNTRD. ON HORIZ. CHORD BM. ST. BRC. DEPTH DRAG BM. & N SHi S4 FOR LOAD COL BY M.B.S. Vs -423P,-, 0 b W=4B6PLF O OTHIS CANOPNCLUY LITERDES AL N -S DIRECTION LATERAL - WIND /E -LATERAL LOAD DIAGRAMS N)) 2.) LOADS SHOWN DIAPHRAGM LEITHER W80 IN HE NORTH/SOUTH DIRECTOR. DIAPHRAGM ONS INDICATED ABOVE. M DEFLECTITIION To INCLUDE ORECTIN OFWALLUPPORTTBEAM. MAXIMUM ROOF DEFLECTIONS 9NLy ARE BASO 3.) Rw - B. OLAPHRAGN FNC. .FOR OREXIBLEON LIMITS ORPHRAGMS'E AND TO TTEIRFROOF CONNECTIONS PROVIDING LITERAL SUPPORT FOR WALLS OF MASK BE CALCULATED USING AN Rw TO EXCEED 6. O E -W DIAPH. 2T - DRAG STRUT GRID a OI V WALL-471PLF WALL ALL TIESCHEDULE LOAD PIF 80 C28.6 483 SEISMIC WALL TIE LOAD m.I.T 3 8" C.M.U. 26.3 445 0 0 43PLF WIND MAX. ROOF DEFLECTIONS E -W DMA . 1&2-1.6J 0 E -W DIRECTION LATERAL - WIND/EQ.-LATERAL LOAD DIAGRAMS NOTES ))FS LOADS S110WN ACT EITHER WAY IN THE UST/WEST DIRECTION. 2.) LEMT DIAPHRAGM WALL TO DEFLECTORS INDICATED ABOVE. PHRAGM DEFLECTION TO INCLUDE LECTION OF WALL SUPPORT BEAM. UM R DEFLECTORS EfILy ARE BASED ON Rw = 8.DWPH.04 DEFLECTOR LIMITS NF E TO TOP O ROOF FRAMING. TOP CHORD 3.) DESIGN FORCES FOR FLEXIBLE DIAPHRAGMS, AND THEIR CONNECTIONS PROVIDING LATERAL SUPPORT FOR PANEL POINTS WALLS OF MASONRY. SHALL BE CALCULATED USING AN Rw NOT TO EXCEED 6. (PLP.) ----t-----4 110) CHIOST TOP OPEN WEB GREATER THAN / RD - - - STEEL JOIST CONCENTRATED LOAD A MIFF JOIE BOT. CHORD BW.SEcE DEraaD=-` 1=8 = G WRH N 6" OF ANY UPPER PANEL 2'4.1 OM FOR "K SEA FS JOIST (OmQn NG WIIHN b" OF NT LOWER PANEL PoINF FOR 'IC SER ES JOE. TRAPEZE BETWEEN ANY PANEL POINTS. ADD AN ANGLE E5. TO STIFFEN THE BOTTOM CHORD SEE DMOONAL BRACE DETAIL. DO AN ANGLE ES. TO STIFFEN THE TDP CHORD SEE DIAGONAL BRACE ACE DETAIL NOTES; ) 1.-H°152.) IDTECISN APDPRLIILLABALNY TOT PMPoEMRG NENEQUIPMENT, SPRINKLER PET. ETC. 3.) JOIST MANUFACTURER TO ACCOUNT FOR ABOVE LOADING ON JOIST DESIGN. ALLOWABLE METHODS & LOCATIONS FOR SUPPORTING LOADS FROM OPEN WEB STEEL JOIST Q PANEL POINT -TA ONE ADDED ANGLE E.S. OF JST. BY GREATER TRAIT C_ 1 -CONCENTRATED LOAD 9 F �0EA B.s. ptP PROVE OEC 11 ((914 ARE LOCATEDCONCENTRATED MO EiETITAN6' FROM DS ARE SA PPORTED BY PAN. POINTJQSTS CHORDS AND REINFORCE T. JOIST LOA AN ApTMD NEARESTANGLE (EPANELL POEXTENDING FROM E POINT INT ON THE OPPOSITE CHORD. 2.) REMOVE EGAD P84M 40111 PRIOR TO WELONG 05018. 3.) NBED ANGLES & WELDS BT M.B.S. DIAGONAL BRACE DETAIL S833NIDN3 ROOF FRAMING SECTIONS L L 23 E 23 g Uw �01 -1 Q Z UO I-- X LLQ 004 -1 0 Z O# 0 REGIONAL.0P'TICA1 <PER'PLAN> 20' 61/0010 REINF. PER SCHED. 0 ROOF UNE CONT. THRU4LL EXP JOINTS 2.. p F. PER 5ECT.TG8 3 TYPICAL C.M.U. WALL BOND BEAM LAYOUT it II BOND BEAMS O 4'-0'0/c w/2 /5 HORIZ. COM. U.N.O. ROOF 11! II !I L II IJ 1111 11 11 I, _I 111 [ROOF ELEV. REINF. IN VERT. GROUTED CELLS SEE SCHEDULE BELOW. FOR REINF. AT JAMBS SEE OTHER DRS. THIS SHEET. B' NOM. C.M.U. FOR SIPS DOWELS SEE SHT. S3 SOLID GROUT WALLS BELOW ELEV. CHRRDN HR ) Jr TP. VE REINF. SECT. RDNF.I OF TPN vERi. 2 /5 BOND. 528 & 0101. L MATCH REINF. VERT. OPNGS.. CPER PLAN> LOCATION REINF. LN RT WALL ELE� L R SIDEiilUiP M. -.---P!I:6l1I :'YP. FOR ARS OVER SPACING II CHORD REINF. GRID p, ® & © /5 II O WALL Pk 3 /6 GRID 0 ,O0 ® /5 37o/c O WALL fk 3 /6 .MAI /5 24"o/c O WALL Ck 3 46 S", C.M.U. PL15 0 COMPRESSOR ROOM /5 40'2/2 0 WALL E. 2 45 [1- 'Atlikk. In - IIWWI MU _-_ 2 45 5052. BONG BM. TYPICAL 6 —8" TO 9'-4' OPNGS. CHORD REINF ADD 4 /5 VERT (2 E.F.) EA SIDE O OPNG. ADD 2 16' 5 ORIM IN BOND BM. TYPICAL WALL OPNG. 8" C.M.U. EXTERIOR DOOR DETAILS UP TO 4'-4" WIDE 1.) B(P'-SO 5g5404)0455/2446O Mill; WALL VERTICAL REINFORCING SCHEDULE (SEE NOTES 1, 2, 3, 0 4) LOCATION BAR SIZE SPACING PLACEMENT CHORD REINF. GRID p, ® & © /5 40o/c O WALL Pk 3 /6 GRID 0 ,O0 ® /5 37o/c O WALL fk 3 /6 GRID ®. O CPAOPY /5 24"o/c O WALL Ck 3 46 S", C.M.U. PL15 0 COMPRESSOR ROOM /5 40'2/2 0 WALL E. 2 45 FiOLD EACH FACE VERT. STEEL ? CLEAR TO EACH FACE SHELL HO D BOND BEAM REIN . 165102 OF V.E.F. RE NF. 2. SEE PARTIAL WALL ELEVATIONS 1S SHEET FOR SPECIAL REINFORCING AT WALL OPENINGS 0 SEE SECTIONS ON 0005. 53 & S4 FOR SPECIAL RB 460501NG AT WALLS. 3. 0O11D GROUT ENTRE WALLS. CHORD REINF. TO BE IN BONG BEAM 0 ROOF LINE AND IS TO BE COM. THRU EXP. JOINTS. HORIZ. REINF. IN B. BEAM (PLACE INSIDE E.F. REINF.) ADD 2 /5 (1 E.F.) SIDE OF E%P. Ji. PVC. WATE0100. TOP ARCH. SEE FOR FILLER WALL -EXPANSION JOINT NQTE'00 WE PLACE ANY EXPANSION JOINTS WITHIN TH -S000 GROUTED JAMBS NEM TO OPENINGSIN WALLS,'. NOR IN OPENINGS. END OF WALL CORNER BARS TO MATCH 0R1Z. REINF. WALL CORNER NT AEXPANSION JOINTS, EXTEND ROOF CHORD REINFORCING CONT. THRU THE EXPANSION JOINTS, STOP ALL OTHER HORIZONTAL REINFORCING E5. OF JOINT. 00 NOT EXTEND EXPANSION JOINT BELOW TOP OF SLAB ON GRADE. TYPICAL. C.M.U. PLAN DETAILS (2850 SEE SECT. D-0) = 1'-D lAb4)02-1-1. & 10 I 3t MNOM.3� Q. REINF. �" MIN. rt1 CLR. I'. CLR. ONLY EL LST w/REINF. / E.F. REINF. PER ELHEEVSDUL. SCE NOTE OMEN END BLOCK 8E USED IlNLy FSS THE 3/. THEN. DIMENSIONSMSHOWNB ARE MET. swwF ,`-' 3."11161:1-- CLR. �CCELL OF BLOCK ROVE & BELOW (V.E.F. REINFORCIN(3) NOTE PLACE BARS MAX. PER CELL START w/BARS 0 101 FULL CELL NEAREST WALL OPENING. SECTION A-5 moo 14' = 1'-0' 1,' 22GA TYPE '6 ROOF DECK Airco MIN. P DOLE WELD 4 VALLEYS MIN. ON EA 3S DE SHEET TO EACH SUPORT. WELD SIDE LAPS w/ 1; LONG SEAM WELD O 241o/c S.S.M. ROOF PER ARCH PER PLAN] T.S. PER PLAN MEI PROVIDE [3 3x} LEDGER w/'o A BOLTS O 24.0/. BTVIN. T.S. FRAMING tR BOLTS So /c (EMBED 5t) SECTION P-5 - CHORD RE ttP VERT RENF. SEI scHEDULE 52 x BAR LAP DWLS. MATCH WA REINF TYF FOR VERT. BARS O OPNG. REINF. EA OF OPNG. VERT. (3 2 /5 HORIZ. IN BOND BM O r163 N5 H00)2. BOND BM. ADD 2 /5 ORIZ. TP. TTP. VERT. WALL REINF. SEE SCHEDULE TYPICAL 12'-0" TO 15'-0" OPNGS. 8" C.M.U. WINDOW OPENINGS MAIN ENTRANCE T. S. TRUSS SECTION Q-5 ' - 1 4'-0" O EA xROW OF FADED BOLTS RL. 4" 0'-9' EA SIDE !!1610.66" x 9" x 1'-9" w/0- '0 G Pe BOLT5 O 60/6 H RIZ. A 9' VERT. CA. 0 ERECTION BOLT T.S. BM. PER PIAN ADD O TTP WALL Root. 2 /5 VERT. 0 iro/c CENTER ON EMBED NOTE: DECK SUPPORT LEDGER NOT S40WN, USE L4 x gg MOAT. 2e0% TYP 5 0 STEEL DECK PER SECT. P-5 S.S.M.ROOF PER ARCH. PIECE OF PER PLN PER PIAN 411.111 w 1 17-1E � VPRIE54. U BxM /x i}Te5 C BOLOTS O 24'o/c (1 0 170/OE RAFTER6 1 44 CONT. C.M.U. WALL SECTION R-5 }-_ MSIO 0 40 BLDG. PERMIT' CORRECTIONS MASONRY ELEVATIONS Sc MISC. DETAILS 4 40 s 01 g 4 0 3 Z. 0 P- } Z J to 5 L..1' Liz R CL o is 0 z`°� o 200 NO 96083'',: ENGINEER. 0,0,.. - DATE:. '9-25-96' NF. WM, DI.. [1- { bIp 6510E 15'-0f MAX. ` 2 /5 HORIZ. IN BOND BM O r163 N5 H00)2. BOND BM. ADD 2 /5 ORIZ. TP. TTP. VERT. WALL REINF. SEE SCHEDULE TYPICAL 12'-0" TO 15'-0" OPNGS. 8" C.M.U. WINDOW OPENINGS MAIN ENTRANCE T. S. TRUSS SECTION Q-5 ' - 1 4'-0" O EA xROW OF FADED BOLTS RL. 4" 0'-9' EA SIDE !!1610.66" x 9" x 1'-9" w/0- '0 G Pe BOLT5 O 60/6 H RIZ. A 9' VERT. CA. 0 ERECTION BOLT T.S. BM. PER PIAN ADD O TTP WALL Root. 2 /5 VERT. 0 iro/c CENTER ON EMBED NOTE: DECK SUPPORT LEDGER NOT S40WN, USE L4 x gg MOAT. 2e0% TYP 5 0 STEEL DECK PER SECT. P-5 S.S.M.ROOF PER ARCH. PIECE OF PER PLN PER PIAN 411.111 w 1 17-1E � VPRIE54. U BxM /x i}Te5 C BOLOTS O 24'o/c (1 0 170/OE RAFTER6 1 44 CONT. C.M.U. WALL SECTION R-5 }-_ MSIO 0 40 BLDG. PERMIT' CORRECTIONS MASONRY ELEVATIONS Sc MISC. DETAILS 4 40 s 01 g 4 0 3 Z. 0 P- } Z J to 5 L..1' Liz R CL o is 0 z`°� o 200 NO 96083'',: ENGINEER. 0,0,.. - DATE:. '9-25-96' TUBING 6-µ1B sELE TAPPING SCREWS µ8-18 SELF -TAPPING EYE SCREW. PENETRATE THRU SNL. MEMBER RIGID STEEL HEAVY WALL EMT CONDUR 40000 O 12'-0"o/c EA. WAY. STAR, 6'-0' MAX. FROM EDGE OF CEILING AROUND PERIMETER STEL ROOK T ROOF MEMBERS ( Y BE 'SJf 70155) µI2 VERT. WIRE HANGER INSIDE CONDUIT STRUT. PROVIDE ApDITONAL END & NMED TE VERT. WIRE PER R WHERE "L' IS GREATER THAN 8'-0 AND LESS THAN 17'-O ADD (4) µ12 . SPLAY WIRES, ONE EA., IN PLANE OF EA. RUNNER. LOCATE ADDED SPLAY WIRES AT MID -HT. OF CONDUIT STRUT. 150 REATOER AR C MT STEEL00220. WHERE .L" ' MT STEEL CONDUIT STRUT UP TO "L" OF 5'-G. SUP OVER GAGE A P CE VERT. WIRE TO gRAT OR ROOF STRUCTURE . MAIN RUNNER. 45 MAIN RUNNER NOTE, DIL. SAME AT TOP BUT MAY BE BENT 90 STRUT TO MAIN RUNNERTIGHT FR, SHIM AS REQUIRED SPLICE MAIN RUNNER CROSS RUNNER (USE SEISMIC LOCKING PIN TO FASTEN CROSS RUNNER TO MAIN RUNNER. (4) #12 GA. PLAY ARES, ONE EA N PLANE OF EAS RUNNER - VERTICAL ANGIE APPROX. 45" ALL WIRES SECURED TO AWN RUNNER WITHIN Y OF INTERSECTION. AT FA. END OF SPLAY WIRE OR VERT. WIRE ATTACH BY RUNNER, OOPING WIRE THRU HOLE IN 2" MAX CONDUIT STRUT OR THRU SYR. TO I ITSELF SCREW AST THREE WIRE LIGHT TURNS SLAY CONN. IN T EE COMPLETE TU 1i' TYP. • ROUE SEE ARCH. FOR CEILING VERTICAL SUPPORT. TYPICAL SUSPENDED CEILING "LATERAL" SUPPORT DETAIL (ONLY) EMT. IS TO BE ASTM A-519 t%1 f3�Q)L REPT. ANCHOR BOLTS MFR. BY CHAMFER TYP. --(6) µ5 BARS VERT. EOUAL SPACE „T-Or DIAMETER, MIN. $ 612.00 3 0 1,AP"0/c 0O T(EXCEPT OP BALOCATE SE A ASPHALT OR LANDSCAPING T, INDICAifO ON SITE PUN LIGHT POLE BASE GENERAL NOTE THE EOLLO.ING NDTTS APPLY UNLESS NOTED OTHERWISE - A M'S NOTED ARE OBE LATEST EDITION 1. DESCRIPTION Building Nome 8 Site Location - Price Costco Regional Optical Facility located at 1160 Saxon Drive, Tukwila, WA. etal Building Supplier's Nome - 01100 1206en Building' Building Dept. Contact - Bab Benetlict0 (206) 431-3620. 2. DESIGN CODE AND STANDARDS Ap licoble Code (Edition/Name) - 1994 Uniform Building Cade Code supplement 8 Date - WA State Amendment to Section 2211.10.13 (MBNA Coe will not b' used 1n this project) 3. DESIGN LOADS 0. Roof Live Load 25 (Psf) (snow) b. Snow Load Basic ground snow load - 35.71. Basic r 25. Importance factoro-1.0.ar att- O.T. Drifting s ed in0theXesign- C. Seismic Zane 3. Importance 1.0. MecM1. Refri nit loads will b picked Cheep rthaounits d transPerredeinto tNeu0 lateTal systlines m. will Sprinkler lines wll bbraced id to bottom of main fro. chordor bottom of steeltruss. by the contractor. Me1 Building SupplierPick up loads N1 point 6 transfer [New i nta the rob dnd Load Basic wind Booed BO(nwf). Ixposure a fat Collateral loads were l not i design e si e. Collateral Load (not includingmechanicalunits rdr0 ns) Joist Bsf or 65 psf p ed concentrat Dads whichever is more critical. eight ofpnaof structure by Metol Building Supplier. The following special loads a to be considered. Mechanical a ent oon roof. Sprinkler lines. c 8 other reactions as noted on structural drawings. h. Load Combinations All Code r red load combinations are to be used 1n the building design. an Colin. reactions From these load combinations ore to be given to the foundation engineer. F. Dead loads g. ads VERIFICATION a -Pruden is to verify all design 102 rwl01- 4 listed ab a 69 ,2)96. g Mrs NorNwest of any discrepancies pr for to metal building des (gn. FOUNDATION THE FOUNDATION AS DESIGNEDOF 2000 IN ACCORDANCE WITH 40(14 66900TH(091s038.0)) DATES 0111AN ALLWABLE SOIL DLYR 1NG 8, 1A996CITY PREPARED BY PSE GEDENGINEERS. INC OF REDMOND, WA THE SITE SHALL BE PREPARED PER SOILS ENGINEER RECOMMENDATIONS. ALL FOOTINGS AND SLABS SHALL BEAR SOLELY ON COMPACTED STRUCTURAL FILL. SEE SOILS REPORT. ALL ENGINEERED FILL AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER RECOMMENDATIONS. THE MAXIMUM DENSITY SHALL BE DETERMINED BY SOILS ENGINEER. ALL EXTERIOR FOOTINGS TO BE FOI1IDED 1'-68 MIN. BELOW FINAL GRADE U.N.O. ALL INTERIOR FOOTINGS TO BE FOUDED UM MINIM BELOW TOP OF ADJACENT FLOOR SLAB. COEFFICIENT OF FRICTION OF 0.33 5 MOUNT FOOTINGS AND SLABS, PLUS A PASSIVE RESISTANCE OF 300 PCF MAY BE USED TO RESIST LATERAL LOADS. FOR CANTILEVERED RETAINING WALLS WITH LEVEL BACK FILL USE AN ACTIVE PRESSURE OF 35 PC (NON -EXPANSIVE BACKFILL) AND A 250 PSF .R.AHGE WHERE TRUCK TRAFFIC CAN OCCUR. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRACE UNDERLAWENT. ALL EXTERIOR SIDEWALK AND INTERIOR SLABS SHALL BEAR GN SOILS PREPARED PER AND APPROVED BY SOILS ENGINEER AND HAVE AN ALLOWABLE BEARING CAPACITY OF AT LEAST 500 PSI. r.c . 4000 PSI. 1 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CUCRETE SLABS; F = 3000 PSI. 5-1/2 SACKS MINIMUM CEMENT PER CLIC YARD FUR ALL OTTER. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING Al. PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4' MAXIMUM SLUMP (UNLESS SUPERPLASTICIZETS ARE USED) WHICH CAN B E LACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES. SEE • (CATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49. 3/4' CHAMFER ALL EXPOSED EDGES, UNLESS i D OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SAL BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 584 TO 66 0 IM AIR BY VOLUME. LIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WERE SOILS 'WATER SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED WORKABILITY IS REQUIRED. CONTRACTOR IS TO STOAT IX DESIGN THAT WILL ALLOW THE AOUITI0 OFA FIXED ANOINT WATER REDUCING AGENT AR A FIXED AMOUNT OF SUPER -PLASTICIZER AT THE CONCRETE PLANT. DO NOT USE FLY SH IN CONCRETE FOR THIS PROJECT. ACI 306R IS TO BE FOLLOWED FOR COD WEATHER CONCRETING. THE TESTING LAB DUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST 40CYLINDER THEY CAST. TESTING P0 LAB TO NOTIFY THE ARCHITECT IMMEDIATELY BY FAX ANO PHONE CE ANY NONCOMELIANCE. REINFORCING STEEL ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy=80,000 psi) LAP CONTINUOUS REINFORCING BARS 44 BAR DIAMETERS. V-10' MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -10' BEND) TO BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH 'ACI HMW- OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC WOE) TO CONFORM WITH ASTM A165. REINFORCING HOOKS TO COMPLY WITH STANDARD COVER TO MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURFACES -WEATHER 8 EARTH FACE 1-1/2 INCHES TERMOR FACE 3/4 INCHES ALL 6E 0RC STEEL WELDING WLL EELPED /RCI NG ,4-08 TO 00 /STN WE10( GRADE 60 (Ey=FORCIN psi) AND WELDED PER "ANSI/AWS HALL -T9 STRUCTURAL WELDING COON - REINFORCING TH NG STEEL.' PIECES TO BE WELDED SHALL BE PREHEATED IN SUCK A MANNER THAT THE CROSS SECTION OF CO2 BER OR PIECE SHALL BE AT 0R ABOVE 500 OL TO A BIENT ELT. AFTER MELDING IS COMPLETES, BARS SHALL BE ALLOWED TO AIR COOL TO AMBIENT TEPERATUIFI WELDERS_ IS PROHIBITED. ALL WELDING SHALL BE PERFORELECTRODES BY WABO CERTIA WELDERS_ USE ONLY FRESH LTO BE ROGENBENT, BBOXXENDS SHALL CONE (MS DESIGNATIONAAR° IF NEEDED REINFORCING IS TO BE BENT, BENDS SHALL CONFORM WITH ACI STANDARD BEDS AND NO BENDS SHOULD BE WITHIN 3' OF WELD. PROVIDE SPECIAL INSPECTION PER THE A CODE INDICATED ABOVE. STRUCTURAL STEEL AND MISCELLANEOUS STEEL ALL WORK IN ACCORDANCE WITH 'A15C SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS', AND THE 'CODE OF STANDARD PRACTICE'. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDAR0S: STRUCTURAL STEEL A5TM A-36 (Fy=36.000 PSI) UBE MELDHEADUSTTUDS ASTM A-1ASTA 303 G0.RADE 8 (FY -46.000 PSI MACHINE BOTS ASTM A-307 y=55.000 P51) HIGH STRENGTH BOLTS ASTM A -325N PROVIDE MINIMUM EMBEDMENT 008 ANCHOR BOLTS A5 NOTED ON DRAWINGS. ALL WELDING TO CONFORM WITH AWS 01.SI 1 CODE FOR WELDING IN BUILDING CONSTRUCTION'. WE105 NOT SPECIFIED SHALL BE /4', CONTINUOUS FILLET MINIMUM. ALL WELDS WW1 BE PERFORMED BY WABO CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING 0R EQUAL ELECTRODES. WELDHEAD STUDS (OOHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. -ENtlNEEBED METAL BI .ONO SYSTIY 0 CT DEFINITION: T. ANA101101TE SUPPLIER 15 TO OINSTALL AU_ S TO CARRY DDIVCAL AND LATERAL LOADS TO THEION PREREQUISITE TO FABRICATION: THE N.B.S. I5 TO PROVIDE ENI A LAYOUT DRAWING SHOWING MAXIMUM DOWNWARD. UPLIFT AND LATERAL LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. SEE 'SPRINKLER SUPPORT NOTES' FOR SPRINKLER REOUIREMENTS. COORDINATION: 'THE METAL BUILDING SUPPLIER IS To PROVIDE ROOF FRAMING PLANS FOR BUILDING DEPARTMENT REVIEW THAT CLEARLY SHOW WHICH JOISTS SUPPORT 3' AND LARGER SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAW.. ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. SEE THE ANCHOR BOLT NOTE ON DRAWING SI. FINAL INSPECTION: THE N B.S ENGINEER IS TO BO A FINAL INSPECTION OF THEIR STRUCTURE THE INSPECTION IS TO INCLUDE VERIFICATION THAT THE SPRINKLER LINES. MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE BEEN PLACED PER E CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE BUILDING HAS BEEN COMPLETED, INCLUDING ANY NECESSARY FIXES, THE N.B.S. WILL PROVIDE MULVANNT PARTNERSHIP A LETTER CERTIFYING THAT 'THEIR STRUCTURE AS -BUILT COMPLIES WITH THEIR DRAWINGS, THE CODE (RIDER WHICH THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REOUIREMENTS INDICATED ON THE CONTRACT DRAWINGS.' THE M.B.S. TO ACCOUNT M THEIR DESIGN FOR THE FOUNDATION SETTLEMENTS AND DIFFERENTIAL SETTLEMENTS INDICATED IN THE SOILS REPORTS. MASONRY HOLLOW CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT (50/50) GRADE 'N' IN ACCORDANCE WITH ASTIR C-90. MASONRY UNIT COMPRESSIVE STRENGTH TO BE 1900 PSI ON NET AREA AND 000 P51 MINIMUM ON GROSS AREA. ALL MA50NRY TO BE ERECTED IN ACCORDANCE WITH CGDE INDICATED ABOVE. MORTAR SHALL BE TYPE "5' WITH MORTAR RITING THAT THIS PROPORTIONS ORPTYPE 6 TABLE WAS COMPLIEDNG LABWITH) IS R T SOLIDVERIFY I ANY CAVITY CONTAINING REINFORCING STEEL IN LIFTS NOT TO EXCEED 4.-0'. GR GROUT STRENGTH SHALL BE 2000 PSI MIN. AT 28 DAYS. MASONRY STRESSES USED IN DESIGN (Wm = 1500 PSI) W10E FOR INSPECTED CONSTRUCTION. REINFORCING STEEL SHALL BE DEFORMED BARS ASTM A615. GRADE 60 (6y860,000 PSIALL ). SPLICES SHALL BE 52 BAR DIAMETERS MINIMUM SSSINSTALLED sroLL BS110W6 SONS DURING ( THE CONS ANDSTRUCTION OF 004 WOLTS SHOWN ALL OR PIER.MASONRYED IN ARE PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL REINFORCING. ALL MASONRY TO BE RUNNING BOND LAY-UP. ALL MASONRY BOLTS & OOHS ON THIS PROJECT TO BE GROUTED IN PLACE WITH AT LEAST I' OF GROUT BETWEEN THE BOLT AND THE MASONRY (NO EXCEPTIONS). MAXIMUM ALLOWABLE CONSTRUCTION WALL ALIGNMENT TOLERANCES (BASED ON ACTUAL DIMENSIONS) ARE AS FOLLOWS: VERTICAL + 1/4" IN 10 FT, 3/8" IN 20 FT. 6 1/2' MA4I1I161 IN WALL HEIGHT. HORIZONTAL + /4' IN 10 FT. 3/11" IN 20 FT 81/2" MAXIMUM. WALLS + TOLERANCES. TESTINGEXCEEDING THESE LABORATOR500 TOHECK CONSTRUCTIONCES MUST EDAILLYYVED AND TO THESEEPLACEp (NO TOLERANCES. NOTE: MASONRY IS NOT BE CONSTRUCTED ABOVE ELEVATION 18'-B' AT IN BUILDING d ELEVATION 10'-0' ATTIRE CENTER UNTIL M.B.S. ROOF IS INSTALLED AND IS STRAIGHT AND TRUE AT INSIDE FACE OF MASONRY. LIGHT GAGE STEEL FRAMING AND DECKING (SEE DRAWINGS) SPRINKLER SUPPORT NOTES a_ ALL SPRINKLER PIPE LARGER THA NAL DIAMETER IS TO BE CONSIDERED A 'MAIN' OR THE b THE BIDS FOR BOTHTHESPRINKLER 6 UDE ALL WINGERS, BRACES, ETC_ AND ACCONFOR THE JOISTS 20. ALL MAINS RUNNINGFARTPERPENDICULER APARTAR TO THERJ OTHERJOIST. TO BE VERTICALLY SUPPORTEDb. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED ON SUPPORTS AT EVERT OTHER JOIST. 3, ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE: o. PLACED MIDHA'AY BETWEEN TWO JOISTS & BE TRAPEZED 50 EACH JOIST SUPPORTS HALF THE LOAD. G . SUPPORTED AT 10'-0" 0/C MAXIMUM. 4. USE THE FOLLOWINGS WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: PIPE WT. PER SIZE OOTL JOIST LOAD EXAMPLE: 8' GIVEN:(005: 8' DIAMETER It0IN TRUSSES M 5' 0/C 320 6' 320 FIND: JOIST DESIGN LOAD 5' 240 SOLO: 510/FT % 0' = 5100 4. 170 AODN'L PER NFPA 015 = 2500 3-1/2" 140 7600/006 ALL HANGERS TO BE DESIGNED. SUPPLIED 8 INSTALLED BY THE SPRINKLER SUPPLIER. 5. 0E0800L 0 2LATERAL 0OAY BRACING. DIA. 8 LAFOR SEIPE)CTZONES 2, 3 8 4 ONLY (AT 90 SPACED A MAXIMOF 40 FT. OR AS ALLOWED BY N.F A .P. A. 013. b. BRACED FROM THE MAIN TO A ROOFUCTIRAL MEMBER WITH CONNECTIONS DESIGNED 8 INSTALLED BY THE SPRINKLER SUPPLIER. c- DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF WATER FILLED PIP TILES THE SWAY(BRACE SPACING, PLUS HE WEIGHT OF TRIBUTARY BRANCH LINE d. CROSS MAINEM BRACING MUST BE ADEQUATELY FASTENED TO THE MAIN FRAMBEAMS. 5 • F SUPPLIER WITH SPRINKLER GDETAILSIS TOFPHAANGER AND .AY BRACE ATTACHMENROVIDE THE CONTRACTOR TS WITH DESIGN NDS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC. 7. THE ROOF DESIGNER TO PROVIDE 8 INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE SWAY BRACE NTO THE ROOF LATERAL RESISTING SYSTEM. INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING UB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY (CRO AND APPROVED BY THE CITY OF SAN JOSE. FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE CONCRETE: REINFORCING: CONCRETE ANCHORS & ANCHOR BOLTS WELDING: PRE-ENGINEERED BUILDING SYSTEM: 1ASO'RY: TAKE CONCRETE CYLINDERS AS REQUIRED. VERIFY SLUMP AND STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE. VERIFY ALL REINFORCING I5 PLACED IN ACCORDANCE WITH THESE DRAWINGS. CHECK FOR REQUIRED COVER, SIZE. SPACING AND GRADE. SPECIAL INSPECTIONS I5 REQUIRED DURING THE PLACING OF REINFORCING STEEL. ALL FIELD INSTALLATION OF CONCRETE ANCHORS 6 ANCHOR BOLTS ARE TO DE IN ACCORDANCE WITH CODE APPROVAL AND REQUIRE SPECIAL INSPECTION. (CONCRETE ANCHORS INCLUDE DRILLED M ANCHORS d EPDXY ANCHORS IF SHOWN ON THESE DRAWINGS). SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURAL WELDING. INSPECT ALL FIELD WELDING - VERIFY WABO CERTIFICATION OF WELDERS. LDERS. C N CTOR S PA FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS T MEETING SPECS. ENGINEER FOR M.B.S. R HIS REPRESENTATIVE TO INSPECT FINISHED BUILDING AND PROVIDE A LETTER TO THE ARCHITECT AND BUILDING DEPT. CERTIFYING THAT THE BUILDING AS CONSTRUCTED MEETS BOTH THE CONTRACT DRAWINGS AND BUILDING CODE STRUCTURAL REQUIREMENTS. LETTER TO BE STAMPED d SIGNED BY THE ENGINEER THAT STAMPED N.B.S. DRAWINGS. VERIFY THAT UNITS HAVE MINIMUM CELL SIZE PER DRAWINGS. VERIFY REINFORCING PLACEMENT I5 PER DRAWINGS. MASONRY CVERIFY SHALLTION HAVE F ASONRY TOLERANCESPPERAMSONRYCIAL CNOTE THISTION PER SHEET. DAILY SHEET. WALLSPECIAL PRISMS,E�ION IS REQUIRED DURING AND PLACING 01 811EMASONRYNMASONRY UNITS, PLACEMENT OF REINFORCEMENT. INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS AND DARING ALL GROUTING OPERATIONS. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF .0P DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 6 STAMPED FOR COPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL, GAGE STEEL AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING CNWQNTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W. 'S OPTION. SPECIAL coNDITNIN6 SN110061 R L DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHALL N AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHAT L ( , 1&AL TRADES CONTRACTOR SHALL SIAYi I 0 I1 LOAD AND ANCHOIWGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECEQIIPL, PLUMBING OR SPRINKLER LOADS IN IXCE55 OF 50 LOADS. ANY ROOF LOCATIONS. 5. EQUIPMENT SHALL BE INCLUDED IN TENSE RATS AND SHALL SHOW LOADS8108 AND INSTALLATION HESE SHALL BE EQUIPMENT TO ENGINEERS ND02)15 FDR REVIEW PRIOR TO IORTINGALOAD OF ANY OF THIS EQUIPMENT. SEE DETAILS ON DRAWING OTHE STR FOR SUPPORTING EQUIPMENT LOADS FROM ROOF JOISTS. ALL DETAILS OF EQUIPMENT. TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES ASUREIPOAL FOR PLAN CHEEK REGARDING THE DESIGN 9) THESE DETAILS. IT IS THE RESPONSIBILITY OF THE EQUIPMENT SIPPL LER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS ARCH. - ARCHRECT NG. = NEAR FACE 8AL BALANCE N.T.S. = NOT TO SCALE HIWN. BETWEEN o/c = ON CENTER 0. OR BOT. BOTTOM O.F. = OUTSIDE FACE BLDG. - BUILDING 0.8. = OUTSIDE 88100. BUILDING °mows O.i.0. = OUT TO OUT CODE ADMINISTRATORS REIN,. = RE0 15060 G RG. - BEARING REM. = REMAINDER C.N.U. CONCRETE MASONRY R.O. = ROUGH OPENING UNR SECT. = SECTION COL COLUMN SIM = SIMILAR CONC. CONCRETE S.J. = SHRINKAGE JOINT GST IN PLACE SR. = STEEL CLEARM - SYMMETRICAL COM. - CONTINUOUS S.W.= SHEAR WALL OR CONSTRUCTION JOINT SHORT WAY CLOSURE STRIP .0 B. = TD JOINT P OF BEAM Ds DRAG STRUT TO.s = TBP OF STEEL EA EACH TOP OF SLAB EE - EACH END T.O F. = TOP OF FOOTING EL OR ELEV. - ELEVATION OR (FRAMING) E.NW. OR ENW - ENGINEERS NORTHWEST TYP = TYP CAL AT ALL - EACH FACE SIMILAR PLACES EXPANSION JOINT U.B.C. = UNIFORM BUILDING EQ. - EQUAL CODE EACH SIDE U.N.O. = UNLESS NOTED UCH WAY OTHERWISE FO.C. - FACE OF CONCRETE VC0 =VERIFY FOS- FACE OF STUDS V. OR FO.W. FACE OF WALL VERT. FTG. FOOTING FF. G4. - GAGE GALV.- HOT DIP GALVANIZED V.I.F. - GYPSUM WALL BOARD HOPI,HORIZONTAL MCBO. F CONFERENCE V.O.. OR OF BUILDING OFFICALS I.F. INSIDE FACE / NC. W/o I.S INSIDE (FACE K KIP (1000 POUNDS) LW. LONG WAY M.M.S. MEAL BUILDING SUPPLIER M.5. - METAL ROOF SUPPLIER • VERTICAL - VERTICAL FAR FACE = VERTICAL EACH FACE = VERTICAL INSIDE FACE = VERTICAL NUR FACE FACE OUTSIDE M WITH ELGUT D HEAD SND AT CENTER UNE U(T� P4000IV, App AO OEC 11 1996 BUILDINGDINISION 5 2 GENERAL NOTE AND MISC. SECTIONS 68 i 9 8 2 Pff a 8 Fi 8 9 0 G JOB N0: 96086 ENGINEER: A.T. DATE: SHEET NO PRICECOSTCO 11)60ILA. 5EE ARCH. DTLS. FOR 5000141. JOINT OSISH. D 2. 5011 SUBGRAOE PER 50(25 REPORT. P SECT k-3^ $ Af: WAIL PIER R04ECTS OUTSIDE"OF GRID. i5P10AB Cis U, WALL PER SEDT. -3 REINF. PER SHT. 5B5}. 1i0N DE OFF CCM.L'. 8111D 662 0 SLAB' NS11 GRADE 0R' LAB PER ARCH. DOWELS TO MATCH VTiNv R'T. 5) STEEL (ALT. _4_P0 P1004) 8 0990 1T0 2 SPEn "BTWFI 0000 PTGS. SEE PVN FOR. WIDTH (1-5' MIN)' CO 2 PER PLAN T.S. ca BY M.B.S. w/PE0E5TA1 PER DETAIL 1 COL. BASE R B/ M.B.S. ANCHORED /2-1 0 AL-THREpD TVS'EMBEDDED IN PEDESTAL 4/ /3 x d' WASHER SAME LENGTH . L. 6.E R. EY SIAS DOWELS 1Co/c ti }' WASHER . E LENGTH AS COL BRG. R EXTEND R00 MIN. BEYOND DOUR E NUT ON BUT. b PER PLAN 1-.04 4 Er 6/0 VS 3 '160. 0/0 TOP 4' CLR. 00 0E 18.10 NJJ. YPRT 5 NOTE: EMBED ROW. 1'-4' MIN.. INTO SPREAD FTG DETAIL a1 SECTION A GROUT 01.1 UNITS BELOW BELOW SLAB SOLID (TYP.) 00011140 PER PIAN DETAIL a2 & A-3 SIM 1 44 CONT. REINF. PER TOP ,1 PUN 1[ B0,041 C.M.U. UNITS MUST HhVE4LLE&E[ DIMENSION CLEAR' CELL DIMENSION: 0005URE T 000055. THE UNIT JD EXCEPTIONS C.M.U. 5 10 CM,U:1 6A- VO DWI. DLR. ro 14s140 00 C.M.U. BOND BM. 0 SLAB LEVEL FINISH GRADE OR SLAB PER ARCH. lo' -o -I VARIES 9 PER �-P(UN) min ADO 45 0 24'0/ O rms. 3'-0' TO 4'-0' WIDE O SECT. 0-3 SIM. WALL PIER PROJECTS OUTSIDE OF GRID.- COL BASE R BY !.1 B.5 ASNCHOERAMED 3 2 1 P ALL -THREAD AD 9WASHEN02E70 IL TYPICAL C:M.U.. WALL THICKNESS 6' " 52 REINF. BAR P LAP TYP. C.M.U. w/REINF. PER SHT. 55 04L SLAB DOWELS 146"0/0 PER PIAN SECTION SLAB, ON GRADE PER FDN. PLAN TYP. (SEE SOILS REPORT FOR SLAB SUBBSE) GROUT ALL UNITS BELOW SLAB SOLID MP.) PEDESTAL BEYOND PER SECT. A-3 (PER PLAN) DOWELS TO MATCH VERT. STEEL (ALT. HOOKS) BONU D BM. C. STL THRCON-. 8'o/c SUB DOWELS 44 CONT. I0'-0'] 161 1a PECK T S. C . WALL BEYOND SLAB ON GRADE ER PLAN -- ANGLE BEYOND 44 TYP. C4x4x4- 0'-6 8. S. 0 24" o/c & 6' FROM EA. ENO (ALL AROUND EA. LEVELER ISP.) 44 TYP. {14A7 EON fl L-_ 2 45 CONT. OL FTG. BEYOND m} ER P1AN & SECT. 0-3 45 CONT. (2 TOP & SOT.) T-0- AND NARROWER 4104. 45 CONT. (3 TOP & BOT.) 2'-14+ TO 3'-V WIDE FTCS. 45 CONT. (4 TOP & BOT.)) TO 4'-0• WIDE EMS. CONT. FTG. 81562. SPREAD FTGS. 560 PIAN FOR WIDTH (1-6' MIN) B-3 3= 8' 0.9.0. WALL 1YP. (4.NA.) & FTG. 1S. COL. BEYOND DY 44.4.0. SLAB ON 0RAD0 P44 FDN. PLAN HAUNCH PEDESTAL BEYOND PER SECT. A-3 TOOTING PER SECT. B-3 . COL FTG; BEYOND PER PLAN 0' _(PER PLA, & G-3 SIM BACKFILL PER SOILSS ENGR SEE OTE 44 BELOW 01.. VARIES UP TO 0' 0 MAX. 2 45 H. CONT. 44 0 6.4/4 V.N. PER PIAN. - .e SMu wALL GR CRA OLD BELOW DE 45 FTGh DOwE 4 za o FTG. DTLS. PER SECT. B-3 SECTION C-3 44 0 124 o/c V.F.F. 44 0 1244/c H.N.F. -0/44 00 LES 0 6' 0'ABOVE CURB) 44 LL -14. 16'4/c 44 0 16"4/c T & B (ER PLAN 411 ":11 GUARDRAIL PER ARCH. 111mLN,}O•LOC LR. RAMP SLAB Wc / 44-E18H0/ 140 CONC. CURB PER ARCH. w/44T4 O C10'aNT/CTOP & 2 b4 O 10I I IT_o -T 11 PER PwaIA 5 R.B. CON, 4-A5 CONT. BOT. DRAIN IF REVD 2•-g SOILS PO4 904'BY. SOILS OR ENGINEER CIVIL ENGINEER SECTION H-3 N0�V 1.) RETAINING WALL IDESIGNE - 2,000 p . E " MAX. E = 50 SPT, PAS51VE = 300 SURCHARGE" w'250 pet, COEFF. OF FRICTION = .30. F.S. OVERTURNING = 1.5 p40, 2.), DO. NOT 4006611.' WALL UNTIL RAMP SLAB HAS REACHED DESIGN STRENGTH 3.) GENERAL CONTRACTOR LTO HAVE 501LS ENCRc VERIFY IN WRITING THAT DESIGN SOIL 000, & EFA' NOTED ABOVE • ARE ADEQUATE FOR SITE CONDITIONS. 4.)' NON E 4844500' BACKFILL REVD. MIN. WIDTH TO MATCH WALL HEIGHT. COMPACT BACKFILL PER. SOIL 6NGR.-REQUIREMENTS. PROVIDE 1' TO 2 FOOT WOE ZONE OF PERMEABLE MATERIAL. IMMEDIATELY ADJACENT TO THE BACKFILLED FACE OF THE RETAINING WALL FOR DR4NAGE. 5' SIDEWALK SLAB REINF. PER MAIN BLDG. SLAB'... 1261b--()01-1 512 PER I.22( .REINF ER 5 804 ECT ANGLE BEYOND----- HOD cc CI.P_ w_ I}"CLR ,N &E 57 ECT R 4 ELTEV. CONTSHT. PER . 5"l� PER ARCH. OD, #"CIF 00 LAP REINF. 52 DAM. MIN 2 x 4 COM. KEY (PER PLAN) 6 CONTµ L C.I.P. PER PUN 44 --0r t 14-7C 44 0 18"0/4 Ew ?AA, (2) 44 COM. ocDOwELR 4 ;r4/� R SECT. 8 As 1r V. 0 OPNCS. 12 -o/c EA WALL A 5 0 YY OWLS 0 MATCH VERT. RE NF. FTG. PER SECT. 0-3 SECTION D-3 HDIE: VERIFY ALL DIMENSIONS w/ DOCK LEVELER MFR. FOOTING SCHEDULE BRG.-20184 MARK SIZE REINFORCEMENT (601. E. W.) F35 3'-e' x 31-6" x I'-0' 4 45 F40 4'-0' '4 0' x 1'-0' 4 45 F4.5 4'-6' 4 6' n 1'-V 4 45 5 85 6 :45 F6.0 - 61-0" . 0'-O' x 1'-3' 5 40 F6.5 ,6'-6' x 8'''0" x 1'-5'. 6 46 E /- 0 1-0' ,-0' 1-0' 6 40 F75 7'-6'- 7,-6- 2'-0' 9 46 8.47 10 62 11 42 095 9-6•r 9 6' 3-0'- 10'46 -. FA 6 -0' n 8 0 x NOTE i) Au. FTG. SIZ 4409 OT BE USED ON 14(5 P1104401 SECTION J-3 1 & 8 PER PLAN FACE OF WALL 10- CLOSURE POUR (CAST AFTER SLAB O RIGHT) DV, PER SECT. B-4 C.S.J. 4' BASE R THREADALL (U N,O.) (EMBED 10"MIN.) 1 MAx. NON - 5 RINK LEVELING GROUT ti CLOSURE GROUT _ AFTER COL'. ERECTION TS CO,. PER PLAN L AROUNO CONCRETE LL TO BLOCKOLHFttPGH HOTS O SECT E -3A PROVIDE 24" 50. PLINTH ,34$-#3.] OWLS. & 43 UalnEs O 6'o/c 9/3 TOP 14'0/c / Q. COL & G R..E AS WASHERSAME BRC. D EP ROTE- EAU.. M N REN SCHEDULE 21211. 1.11111, ON BOT iw NOTE. R0 OS LESS THAN 5DEEP, DEEPEN FOONG LEAST BELOW BOT. OF ANCHOR BOL SECTION E-3 & E -3A 2' MAX. RR. DwLs ' EVELRT. DDENF F A.cE SHELL a 'SIDE FINISH HIGH SIDE GRADE PER ARCH. 0'-0I CAP COURSE PER ARC, n. CONT. IDP TFC& 2 624'4®0 O''" / VERT. 130112 RJ 130ND BM /TOP OF ONE BOND BM. O BLOC I DATUM EL. 0'-0" --�- 05151ED L04 5DE GRADE PER ARCH ,0] VPR ES 1'�3 MIN. io s" Ns CONT BOT HOLD 0° 1r f.s. 91g IM 1 PSR 500 - , yy 0 T 1B4Nc TOP ENBLD 5' M N TO CMU 2 44 CONT. T 4 O 11" o/c 0. 8 40. C.M.U. PER PWJ, -_ SCREEN WALL SECTION K-3 & K-3 SIM NOTE!!!! O C.S.J.'s DAY L Tis BE REINRCING STL. NO PLAIN BARS. 44 0 IB'o/c EA WA` R CONITN]'-0'UE 0SIM 16'RE0/o INF.. ISPJOINT CLOSURE STRIP JOINT C.S.J) - ,•-v MAXIMUM SPACING & LOCATION PER FON. PLAN SUB PER PLAN L y-0' PLAIN qR 16E:24.1046 CUT ONERE GREASE EEENNNDDR04 80A8 2A 904 3' - 1'-0" NOTE PROVIDE INSPECTION & TESTS 00 GROU1, MORTAR & CMU uNITS PER CODE LOCATION PERCENON PIAN SVD PER PUN b" SOFT SAWN JOINT ..}}3'-0 PLAN BAP 0 24"o/c CUT ONE END / & GREASE ENTIRE FLAREBAR (PLACE 90 TO JOINT) REINF. PER PLM STOP O JOINTS 44r,1": CHOLDMA1%' LR. (1.) SEE ARCH. DTLS FOR SPECIAL J01NT 08SH. Z. SOL SUBGRME E SOILS REPOR'1. SHRINKAGE JOINT (S.J,) 1) 1) SEE ARCH 011...r FOR SPECIAL 401NT 04159. 2.) 5014 SUBORNDE 'par SOILS 000O00, CONSTRUCTION .JOINT (C.J.), " vc,p0 DEC201996 � 2 CIO.RL. 3' Apr ♦ 45 p 1.1.51-1., STEP FOOTING tpi6INCR. MEMENTS,MUST OCCUR IN ) ION SECTIONS 0 0 E 12 gE12 12 g E 1 1 z t- 0 5) 408 N0: 96083 ENGINEER: R.R. DRAWN: 0010: 8-25-88 RE00008 OPOC41. j