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Permit D98-0370 - SEATTLE BINDERY - TENANT IMPROVEMENT
D98 -0370 6540 S. Glacier St. Seattle Bindery THIS CERTIFICATE ISSUED4,6RJ,tUANTpa THE REou'REmEhts..$ SECTION 109 OF THE UNIFORM BUILDING copEERtiFylk&THT AT HE TIME OF ISUANCE THIS STRUCTURE WAS IN COMPLIANCE WITH THE ORDINANCES CO,,HE?CItYREGULATING BUILDING CONSTRUcTION OR USE>AND'AWAPPLICABLE. CITY FIRE 'CODESf; FOP THE FOLLOWING: , , - Octupr,t EATTLE BINDERY Building Address:6540 S,GLACIER\ST par44 # 7t33890-0120 • •AjioinelESTATE OF - 4AMES CAMPBELL ( CERTIFICATE OF OCCUPANCY CITY OF. TUKWILA 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WASHINGTON 9188 ..1,1 OpCupancv: WAREHOUSE Occupant Occupahey Grpup: B/F-1 , , :e Type of Con's TV-N TFN4NTIMPROVEMENT TO CREATE NEUiLIfliPAIPACg4 INSTALLATION OF A DETECTOR DOUBL,E1.:HECKO/AP IS' 0VERED. BY A SEPARATE PERMITMI9 2_ .t •:.TeenuttNo:Dni-0370. • • • 1 y • • • I e' ci0 _ J41JLDIMOFFICI4 ;:: ■.% ':',;.*., THIS CERTIFICATE :MOT BEtONSOLCUOUSLY PO$TEDON THE PREMISES .....- ,..,, City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 788890 -0120 6540 S GLACIER ST AWSE DEVPERM C /LI III -N 001 North: HIGHLINE .0 South: Sewer: Slopes: Contractor License No: OPUSNLL050J5 DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: (206) 431 -3670 D98 -0370 ISSUED 12/11/1998 06/09/1999 Occupancy: WAREHOUSE UBC: 1997 Fire Protection: SPRINKLERS .0 East: .0 West: .0 SEPTIC N Streams: OCCUPANT SEATTLE BINDERY 6540 S GLACIER ST, TUKWILA WA 98188 OWNER ESTATE OF JAMES CAMPBELL . Phone: (206)872 -4680 C/O COLLIERS INTERNATIONAL, 20206 72ND AVE S, KENT WA 98032 CONTRACTOR OPUS NORTHWEST L L C Phone: 425- 453 -4100 200 112 AV NE STE 205, BELLEVUE WA 98004 CONTACT • ANTHONY SCONZO Phone: 425 -455 -3203 919 124 AV NE, #101, BELLEVUE WA 98005 k * * * * * * * *•k* fir * * * * * * * * * * * * * ** k* *•k * * * * * * * * * * * * * * * * * * * * *•k * * ** k * * * ** * * ** * ** * * *•k *•k * * * * **** Permit Description: TENANT IMPROVEMENT TO CREATE NEW TENANT SPACE. INSTALLATION OF A DETECTOR DOUBLE CHECK VALVE IS COVERED BY A SEPARATE PERMIT MI98 -0227. *************************l r********************* k******* * * * * * * * * *ik** ** *** * * * * * * * * **•k* Construction Valuation: $ 75,000.00 { PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) .Eng. Appr: JJS Signature: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: Y Flood Control Zone: N Hauling: N Land Altering: N Landscape Irrigation: N Moving Oversized Load: N Sanitary Side Sewer: N Sewer Main Extension: N Permit Center Authorized Signature: No: Start Time: Cut: Start Time: No: Private: N Size(in): .00 End Time: End Time: Public: N 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. Date: 12l << I1 Print Name: _ Y'q_ pL _ 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. Storm Drainage: N i Street Use: N s Water Main Extension: N Private: N Public: N **• k**************•****************************** * * * *•k * * * *•k * * *•k * ** * * * * *•k *•k* TOTAL DEVELOPMENT PERMIT FEES: '$ 1,380.44 ' ********* * * * ** * * * * * * * * * * ** * * * * * * * * * * * * ** ` ************* * * * * * * * * * * *•k * * * * * * * * * * *** **•k* Date.: JZ1j performed. CITY OF TUKWILA Address: 6540 S GLACIER ST Permit No: D98-0370 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 10/30/1998 Parcel #: 788890-0120 Issued: 12/11/1998 **klikkl.kk*****A*Ougik*lekk*kkkAA*kok*k*AkkAk***1 Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect or Engineer and the_SukwAlajuilding Division. 2. Plumbing permits shall ;bek Seattle-King County Department ,of.c - 0".fil4ptrq,iltil be inspected by that4dency. inOuding, all ga.4 ..-...,..,.... .; ;;, ,, I .,..,, (296-4722). ,.:y-'.,..-- ,k, ,':„.• v-:, ,.. :; ,,,,', .!I 3. Electrical peO okeTned:thrdUgh, State Division of,-.,Labbr'and Industries and411,,tileetrIcal work wilyi, inspected by,,the't'aciency'(248-6630). 4, All mechanical work shall be under separate permii, jsi6 the City,/of Tukwila, , • . T 5. All ermits inspe•ction records, and approved plansC • ■ . '` ', ' ' 2 avail4le the :job slte to the start of'/any,Con7 struction.. documents are to be maintained',and„-aV6il. ableiwnt11final inspection ,aPOrbval is granted. 6. All structural be special inspected ',,,:!• Sec., 306(a)1). . .. ,,..,.:•,,_. 7. Alltructural weldip6'shall he one by...W. certtfied ; " welders and Spe'cialinspeCted (UK c . - Se 306(a)5). .• , -.... , tH 8. Whenispecial InSpection is require(teitherjthe owner, . arbOteotorengineer-shaft, Buildin4 , . , , DiviSion Of appointment of.theN.inspection prionjo . the inspection.',COPAes-'of"1 special 4 inspettton reports shall be submittedto'the Division in 'a timely manner. Rep Or e t - S:Shall.. contain address, project name, permit number and type qf i being • 9. The special inspector shall submit a_,fina),.signed reporth stating work requiring special' inspection wa,i to the best of the inspector 's knowledqe„In conMOrmanp with approved plans and Specificatio and the apOli workmanship provisions of theUBC''' .' ..,;. , , • 10, Any new ceiling grid and light-fixtur* installatioWl;S required to meet lateral brading'iretiU4rements fot Zone 3. . . . i , 11. Partition walls atta'ched:toceiling 900>•AUSt6e laterally braced if over eight '('3)'fee 12. Any exposed insulations baCkin4-Maferial shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 13. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 14. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be 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. 16: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building. Inspector. 17. k'k k P U B L I C . W O R K S kkk 18. DETECTOR DOUBLE CHECK, VALVE ASSEMBLY ON THE FIRE SUPRESSION. LINE PERMITED UNDER MI98-0227 HAS TO BE INSTALLED AND INSPECTED PRIOR TO THIS PERMIT SIGNOFF. 19. It shall be verified in writing to the City Utilites Inspector that the f i r e 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. P . e/Tenant: ' e %; , - r VII . o Construc ion: ' I / Site Address: City State /Zip: 0 5. av er 1 Tax P. cel Number: 75gggz -o124 og n Property (7 ri ern ` e41 t - a - q , - tti j to Fax #: 1 414"- -17/ 2- Street Addrgss: City State /Zip: 2 44 -112. ' A veyvfe N C. Z6 Pen eva 9 we me g/ Contractor: ee m Phone: Street Address: City State /Zip: Fax #: Architect C dd h- U / 14 Ci I 5 t ej1 "rc h ;. f f j- / f iy Phone: ` u Cc -3 20 3 `�/ Street Address: Cit St a /Z i q q -/ ?A'l A- ven14c- .1'1 X 4 90 ( Be((erae, t y4 ed Fax #: ` +S ' S =— e347 Engineer, y,ti �r Co nsu (f■ n 9; k,.� ✓s Phone: 1- D0 Fax #: Lt2 4' o- it-076 Street Address: City State/Zip: 2 s 03 Address:_ City j Rd. *tan Yel(evq W4 f(oos Contact Person: e �1h�nnyy c h �-� Phone: LW �iS ; Z,4 3 ° K -' Stree t ddre's• City State /Zip: «I ,4 HE ' ro ( Bellevue, twig- ago o 4 Fax #: L/ 4-- 4-4 TA -1 Description of work to be done: a / c c f ' 4F" T 'Pl .i h a i r t LM / ra veofe / Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital in Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ® Other rleki 4' •E 1 Q ( I it. Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ® Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes IR no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes ® no Existing fire protection features: sprinklers ❑ automatic fire alarm ❑ none In other (specify) � l Building Square Feet: 78 /1 b y E �'f I existing Area of Construction: (sq. ft.) 2- G , ga 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 & Material Safety Data Sheets CITY OF TUKr"'LA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal ❑ Miscellaneous CrPERMIT.DOC 1/29/97 ommercial / Multi - Family Tenant Improvement / Alteration 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. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW'OF THEFOLLOWING (Additional reviews may be determined by the Public Works Department) ❑ Flood Control Zone ❑ Hauling ❑ Landscape Irrigation 0 Private 0 Public 0 Private 0 Public 0 Water Only Schedule: 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: / 0 . - o - 90 Date application expires: 9 Ap ion taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNER OR AUTHORIZED AGENT: Signature— //. � q Print name :5 - i Q / am4 Phone: L, ,s 4�4 3� Fax #: '...t y q / Address q(R- ij.- yT7h 4 0.e. HE i *its ( City /State /Zip f' ev1c' V4 ' ALL COMMERCIAUMULTI- fILY TENANT IMPROVEMENT /4. RATION PERMIT APPLICATIONS ?WM BE SUBMITTED WITH THE F. OWING: ➢ ALL DRAWINGS TO IIE D AMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER'OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description cr ❑ 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). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ 71 Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ 1 Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ • Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ a Indicate proposed construction of tenant space or addition and walls being demolished ❑ Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; 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. Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require 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) 296 -4787. (Form H -5) 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 ". 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. C7'1'F.RMIT.DOC 1/29/97 ++. ***+Aa**+++*+++*+ilkA.+*+cr++***+a***+^**++A*++*+A*+*+*Ale*A++A - ' CITY OF TUKNILA. NA ' ` �� `� ' . ' � � TRANSMIT``` � ' * . � � �*+++ A *+*k+++ ++ *��+f«+++* �** *+**�***a*+**�**+*�*+�** +**� � � * * ' TRANSMIT Number: R970O881 Amount: 848.25 12/11/98 16:O5 Payment Method: CHECX Notation: OPUS NORTHWEST .' Init: 8LH� ---------_--~�---�--''~�---_-^----r--�-----�----�------��^�~_--. PermitAo, D98~0370-]: Type: DEVPEQM QEVELDpMFNJ PEuMIT` . Parcel No: .78889O-0120 ` Sit' Address: 6540'S LACIER ST Total Fees: 1�3BO,44 This Pavment ' ' 84G.25 � Total ALL f Pmts: ,3RO�44 Balance: *a*h******,*aa+**++**a*+****A.**������**��*a*+**�**a++*��a****+*+: Account Code Description . ` ' • Amount`: 0OO/822'.100 BUILDING - NONRES ' ,81G.75: '• 00O/345"83O PLAN CHECK ~ UTILITY 0O0/386"904 'STATE BUILDING SURCHARGE `� �` � _4.50` 401/342�400 INSP FEE - FLH/LI/WME � ' 154v. ~ ` ' : � 6589'�2/14 ��17' '� C31Y OF TUKWILA. WA irhmstirT *A***A*AA*A*Akk.k%*, TRANSMIT Number: R9700859 Amount: 532.19 11/02/98 08:05 Payment Method: CHECK Notation: OPUS NORTHWEST Init: ULH Permit No D98-0370 Type: DEVPERM DEVELOPMENT PERMET Parcel No 788890-0120 Site Address: 6540 3 GLACIER sr Total Fees: 1455.44 This Payment 532.19 Total ALL Pmts: 532.19 Balance: 823.25 *A*Ait*A.A A*1%*ItA*A 0.**i A AO AA A* A Account Code Description Amount 000/345.800 PLAN CHECK - NONRES 502.19 7322 11/03 5717 TOTAL 532.09 4 ttz; — . .: ' f Ipspectiol: Special instructions: :2ed:? ( o P 4..d a / 49/ /5// INSPECTION RECr9 Retain a copy with p rmit . CITY OF TUKWILA BUILDING DIVISION 6300 Southcerljep Blvd,14100, T ikwila, WA 9818 proved per applicable codes. Ogg-6310 PERMIT NO. • (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTIO t FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: C:< 1 ci F' 'N .�. Ty 1 6 6. .�( [.� I S 0/ Da lied: 1 Special instructions: DA a.m tante�. f ell �� p.m. R ter: l 0 at S Phone: 1 - ' ,PSf I ! ') 1/ INSPECTION REC(` l Retain a copy with'p'er /nit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. COMMENTS: Inspe Corrections required prior to approval. 7,66 e z - -C;' e>de PERMIT NO. 206)431 -3670 ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pro ' l B1' de(l, Type o M d s (-J Iek Date call t -2_ Special instructions: Date wanted: /A a,m _ � Requester—F., Phone: t i t INSPECTION RED Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: 3/, Pc4,6d1 t& 4 f Mt ? — ozZ? Inspector: GV Date: V. D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: pject. 6 * T i speCtiondwir70 Date call ( 121c1 drq . c t ocx .1. Special instructions: Date w nted. i1 , k 3 i,s f Requestu Phone: - 2 r \-{ 3, S q 1°D 112 INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 • oved per applicable codes. Corrections required prior to approval. COMMENTS: ViitIZOS> • $4 :66 REINSPECTION FEE REQUIRED. Prior to ins ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Project: n■ )\ ctc_i-er-ci el- Type of Insevectior 0....0 c.-e( v Atch aL40 5 G ,,,,..rtse. 5 at called: Special instructions: Date wanted: 1 2 -. Requester ..... ap Phone: La a ....1 6 .--/ 1 -,,:-.=.7crrr,Prt7,777 Approved per applicable codes. Receipt No: • INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D1W- 031 COMMENTS: e4. ere1/1 . 4.04j 4 /I S / k eA 4 Corrections required prior to approval. / .di 4 .10 REINSPECTION E REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ;. • Pr ect: Li p ' n eV kV Type of Inspection: r 11 Vv ek,U1 �f 7,c islet . I t Address c L� ( 0 S. 0 c ( f s o k ' Da te c a l l / / z �� ,,s S instructions: .- -` , --� C) it-c2 —� .r-` ..,?... ......................,..-- Date ed: '2 �, Z / / 7 y . Requester: • Phone: t,..) t ro n VL A pproved per applicable codes. INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 - O 3 7 0 PERMIT NO. (206)431 -3670 0 Corrections required prior to approval. COMMENTS: 4,e, ('‘W Dater El $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 Proje . ' / i i / 'SA Type of Inspection: ■ - .l�i .4 Addckssica _b r ` K � lr Date call d: Special instructions: . Date want 9 , m. Requester: Phone: 11 l( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECCO Retain a copy with permit Approved per applicable codes. COMMENTS: Inspector: Date: - a327 Corrections required prior to approval. PERMIT NO. (206)431 -3670 Ei $47.00 REINSPECT!' FFEE REQUIRED. Prior to inspection, fee must a paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION REC Retain a copy with permit INSPECTION NO. 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Nr-o ?„-9-o PERMIT NO. P ject: Ty of Inspection: C3, .Qa� fi . kt d d s , / / gate calls :: ` - ( c 1 -- Special instructions: Date 77/... Requester: P 2S2.11 (a.m. p.m. (206)431 -3670 pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: faV Re.., roc w, �et k.sc , Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: ' Date: Projectr 4 /3:2..74.6 Type of 4 Inspection: - ....,) . 43 Addrel? Date called: Special instructions: Date wanted: ..,c2,-, Requester: Phone: INSPECTION • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: 1'20k 9 0)-) Inspector: t • , INSPECTION REC Retain a copy with permit 11• Corrections required prior to approval. A Y7 pA// 1-e-e/ Date: /09 6- 4 3'70 PERMIT NO. (206)431-3670 ID $47.00 REINSPECTIO r E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt Na: Date: : Project: 1 is d e Type ofila5 Address: Date ca Special instructions: Date wanted d ..- : 404/ 1. Requester: 1 , Phone: INSPECTION RECOtZ) Retain a copy with pe it INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: 0 it .ccb-ci.37611 Date: PERMIT NO. 667 14-1 eZ 1 5 `veze ze,d0 (206)431-3670 Corrections required prior to approval. it Ira Ej $47.00 REINSPECT! • N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ! . bMMPNTS: / - f //e7s /// d T7e3C / /i/''/ /4 e S % C " �U�.. %, -/ 7i, Sze -tJte•- c Address: fo Cam"'': / 6 /!¢C/E-L- Date called: Special instructions: Date wa t d: -"a.m. ....., - sow; -, .5 Req , .,. eia - a a c wc,lc trixe,lee.-7 „eetlei-07/5 .. enco-Alepe_cs „a ii - 17) (- . rz s ►.� Project: Type of Inspection: Address: fo Cam"'': / 6 /!¢C/E-L- Date called: Special instructions: Date wa t d: -"a.m. Req , Phone: .,,,,�� c--- ¢ - 3-1l"Tf 0C) I P 67 r. INSPECTION RECC Retain a copy with permit INSPECTION NO. CITY OFTLIMILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 D8 -19370 PERMIT NO. (206)431 -3670 0 Approved per applicable codes. dagrrections required prior to approval. 0 $47. r 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: P . ect: Type o pspection: a / /, .- a , , .A..41141111.11... a Itli. ...Al ...-...-.a -4 'dress: 11/ ( (10 S - t Wa -eA ii Dat, callej• — A i Sliecial instructions: Date wan • 7 Reques Phone: L't 7 i L if.3 L IP° commENIspi d 11 , ) 1)-tt. 4 b /A p 6 1.. , _ 40 , . ...a. elX447 A. i7 i e.t.-4. 11 Gi. .. Ild /' / CAI 'lib /.-/ /..64..„(,( /17 ,-._ ,:e / k7 /.t.fir U14 7 Ari A 0 , , dert/44 nweing ,1.1 'Ai , d■' /L■ 4_41immimme. Avigwyporliffil F*412E II ir ■L.ad IIIMIEWMFAIIII 11.11111WIENFIll Inspector: i)tcrioN RE AO I Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: PERMIT NO. (206)431-3670 ri Approved per applicable codes. Corrections required prior to approval. 4 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Project* � 4c t i 15)1 Type of inspection • Address• Da te called: Ca Specia instruc ions: ��� t!V Fora 11 Date wanted: l`2� —s :m Requester: Phone No.: COMMENTS: m Inspector: Date: Date: .I4 All l.. $42.00 REINSPECTIO 'FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: :r' t . rf .ln- 'i "M 7171: ' .!'.'5: ` S 4r."�'rtn. : N '' ''►' '"t'+s' +,'•t:t c .��; y ','t { h ✓1N. ,. °fi .a INSPECTION RED Retain a copy with mit ir) 1. INSPEC NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. 1 ()%3 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Pro ect: ti Type of Inspection: Address: Date cal Special instructions: IGtr Date wanted: CiO a.m. Reque�ster: C� ( . 0 INSPECTION NO. INSPECTION RECD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. (206)431 -3670 J $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: o ect: vkl_0A Type of I pection:. -4470 (Aid) Address: 1 5 c (1), c ; clo Sk- Date called: 1 / Special instructibns: Li0 U' r....;-;0/1-21-t, uz 17 Date watt d: 21 : Ca p.m. Requgster-r u- Phone: k-M. S st IS 11 I INSPECTION REC Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. PERMIT NO. (206)431-3670 g Corrections required prior to approval. $47.00 R NSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ".■ Project: Sp =clal instructions: Type of inspection: Date called: Date wanted: Requester: Approved per applicable codes. �/ J. Corrections required prior to approval. I Inspect 1 INSPECTION RE" D Retain a copy wit rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 (206) 431 -3670 Datel le $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Receipt No.: Date: : : ry?z 7!4:MMw+N•St' (• 41 Project Name. jt''r`n 1 7 /6 23/ Address i 4o 6:-E04f�.7g 51: Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: - 5-- Fire Alarm: I19r t J ,.2 ecp4 -rt i'4't Sr s7 Hood & Duct: Halon: A/ Monitor: /3e-#i ;c t ?i'+'\ Pre -Fire: AT Permits: ,- too 3115 Date Authorized Signature City of Tukwila Fire Department FINALAPP.FRM Rev. 2/19/98 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM 9�`,Y, " >•.!' t+ti�5. ' Y `! �� yyy :�� 71 per ..,�t� w �� C" ' t1e �i..... r��)i� i , �� i '��'1 L ' l :r �k.'4`S "..: •�k.'N1 h�•sw John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No . 1 .' r9 0:•37 Suite #/ • T.F.D. Form F.P.:85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 Physical Site Inspection Report Date: 2/11/99 Inspector: B. Sonne Job Time: 7:30 Date Mailed: 3/2/99 Reviewer: T. Maddock Air Temperature: 35 Inspection Performed I conducted a moisture test inspection in the Seattle Bindery building, locations and readings as follow's: Line 4 between K to L 4 readings of 19% Line 5 between F to K 12 readings of 23% Line 6 between F to J 10 readings of 23% • Line 7 between F to H 8 readings of 23% Line 8 between F to G 4 readings of 23% All readings were taken in the interior ceiling of the building. FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Copies To: I © Building Department © Engineer Field Report Number: 19656 Job No. Project Address City Permit Number. 0 .9 Engineer AHBL 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila 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. FIELD / MATERIAL TEST I 'SORT ASTM: C172, C1019, C780 ' aterial Report Number: 10254 Material Data A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: 1) Engineer AHBL Type of Material: Concrete Job Time: 8:02:00 AM Air Temperature: 42 Material Temperature 64 Yield Unit Weight: Slump Inches: 4.5 Slump Specification: 4 + -1 Air Percentage: Air Specification: Supplier: Miles S & G Plant it 3 Yards placed: 30 Design (F'C) @ 28: 4000 Truck Number: 111 Ticket Number: 447816 Job Mix? No Mix Number: P2600 Cement Type: 1 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 5 gals see remarks 142320! Conformance 1 1131! Conforming to Plan? yes Explain if "No ": Inspector: J.Graham Reviewer: 6x121 FIELD / MATERIAL TEST I 'SORT ASTM: C172, C1019, C780 ' aterial Report Number: 10254 11301 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: 1) Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 6x121 Report Data Report Date: 1/28/99 ID # ITest Date I Field Cure IAge Days (Size InchlArea Sq Inl Weight LbsIMax Load LbsIStrength PSII Set # 11301 2/4/99! 1 7! 6x121 28.27! 1 142320! 5030! 1 1131! 2/25/99! 1 281 6x121 28.27! 1 180220! 6370! 1 11321 2/25/991 1 28! 6x121 28.271 1 183110! 6480! 1 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Closure strips: line A, 6 -10; line 10, A -C. Remarks Resteel was properly installed in accordance with approved plans. Concrete was thoroughly consolidated. Admixtures: POLYHEED 4 OZ.; POZZ 20 1 %. Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 1/28/99 Fracture Type: (If 'Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To I b J Building Department Date Mailed: 3/5/99 ltd Engineer 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. FIELD:REPRT t „ O . _ . ` ..._. _.,,i t Nti .... r 2 , ' Fi eld • Report Number: 24639 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 Job No. ; y 0 ,010t : :::.... Address . ' ; .98 - 292 ' Glacier / Cascade • 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 City';` ,° Permit Number Engineer. Physical Site Inspection Report Date: 1/28/99 Inspector: J.Whigham Job Time: Date Mailed: 2/12/99 Reviewer: T.Maddock Air Temperature: Inspection Performed Inspected ledger bolts for mezz. Size and spacing are correct (impact wrench used to tighten nuts; nuts are tightened to the degree that washers are countersunk into wooden ledgers) Simpson straps are installed per plan (6" red head expan) bolts used and it appears that 4" to 4.5" imbedment was achieved. Checked nailing (3 straps @ random) from beneath (nailing per schedule). If further inspection of straps required need authoriztion to tear out tongue & groove flooring to do so. Copies To: I © Building Department © Engineer 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. FIELD.REPORT • „,':- '.1..:i. `4 �:�..,:� .K,•- , { F Repor Number• -20 1.441 Performed moisture test on roof sheeting inside bldg. Area of inspection was F to L -line 3.5 to 8 -line area between F & G 8 & 6 -line had moisture of 20 + %. Contractor had area from 5 to 3.5 L to K -line ran 20 + %, also. spec. max. moisture is 15 %. Informed contractor of moisture% in areas, noted above. Contractor elected not to test remaining area at this time. Contractor is going to have moisture test performed after he gets area drier. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job No ; ' ;:�• : °; i. Prot ' Address .: ;98 -292 f Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 City >: Permit Number. Engineer Physical Site Inspection Report Date: 1/27/99 Inspector: R.L.Otto Job Time: Date Mailed: 2/5/99 Reviewer: T.Maddock Air Temperature: Inspection Performed Performed moisture test on roof sheeting inside bldg. Area of inspection was F to L -line 3.5 to 8 -line area between F & G 8 & 6 -line had moisture of 20 + %. Contractor had area from 5 to 3.5 L to K -line ran 20 + %, also. spec. max. moisture is 15 %. Informed contractor of moisture% in areas, noted above. Contractor elected not to test remaining area at this time. Contractor is going to have moisture test performed after he gets area drier. ..- Copies To: © Building Department © Engineer 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. Physical Site Inspection Report Date: 1/26/99 Inspector: T.Maddock Job Time: 10:30 Date Mailed: 2/5/99 Reviewer: T.Maddock Air Temperature: 40 Inspection Performed Performed visual weld inspection @ steel roof frame @ approx S 1/2 of bldg. (@ approx grids A to F from 1 to 10). Arrived @ site, w /welds in place, welded connections (@ top chord of girder to top of TS columns, top chord of joists to top chord of girders, top chord of girders and /or joists to embeds @ tops of wall panels, UB struts @ Bot chord of joists to bottom chords of girders, seismic straps to embeds @ wall panels - nailed to 3 "x6" stiffeners @ N face of line A and S face of line F, plate clips welded to top of top chords @ girders, etc.) were in accordance, w/ approved drawings w /exceptions as follows: missing welds were listed on "punchlist" attached to this report. These welded connections should be reworked and reinspected. Monitored installation of S/4 "0 threaded rod, w /4" embed into concrete wall panels @ wooden soffet frame (@ approx grids line 2.1 from E.3 to E.5). Crew drilled and cleaned holes, injected epoxy (Simpson Strong Tie) into holes and installed 2- threaded rod /anchors @ to of frame to line 2= East wall panels and 2 -rods to glulam beam @ line 2.1 of frame - underside to wall panel wing walls. These epoxied anchors held simpson LTT19 straps in place, per plans. FIELD ,REPORT ' ;, , :• Field Report ' Number::2 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 Job No.. ‘.;;;..':- P ro ) ct ,.;.. ;: '::: Address ' - . 98.292 Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 City :. Permit Number. Engineer Copies To: Building Department Engineer 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. Item No. Descripdon (include refere ce etc.) / _ �r,. ° - Discrepancy No. Date Resolved ' it. . 1 ter _ � -: = -- � • i A 4 - re — ,. '/ 1f f ir / , / --g- .../,'I '• I /1e 1 ,1 Lam 4 . 1 "AAV,"" / ---7� /Br( C L 3 � � , 4 X66e_.... p e 2-eize 6 7.�l _ ' ; y� a —_ • 4 i 1 et1 f zel 102 ', G . ' ' I .4 0a ' , r1 , _11 4"/ eivc f 9/3 /J0 /. g Cllr /4 F �, r .. v. r r ' v /(I I r, 0 / / i v • 7 • • • w...Y..... 1011 ∎fir,•„- yam.`.,,. , • DATE:__ INSPECTO Att -tat e ��.� • • • P -POUR NON ON OR ANCE PUNC ,IS 1 � � �� l . : , ..� � �' .. , OAT. A)' � LOCATI ll r • taa I 17:24 FAX 425 251( 58 1ar Structures (LAIP1 ri'L" UtI NU"31 S O QUESTION =SIGN CLARIFICATIONNARIATION <EQUEST PHONE NO. : 2538911444 /� e F� i. "d PROJECT. C y 7'� Z z. s ITEM: !� /2-!» z._ c" Xi REF. No. SPEC/DWG REF' -' J 3. 2,'_ c. DESCRIPTION: /, t r? ��e / .C/C/O goZY� ..//2-,e7 Po. dt9. 7 /AZ L1 0/ti S• 5 7Z J .DST CHANGE REQUESTED: 11 E EXTE SIoN REQUESTED. JRJGINATOR G�iil, Gl &W FIRM: �I�:$'E -�z G'7 la ATE: R.ESpoNSE Acc4KA& <<,._' i cP/t-I WO V. c_02 �, y 7_ 0 Fl 6fei crZ . X ►Z', N P,fFQs ifg 1'p A.mi C/9 5fA z D i , retoE2 P.O. • Box 1030, Orting, WA 98360 -1030 OPUS NW • 44.4 A®L To: 360 - 893 - 3161 Ph. 360 - 893 - 3162 Fax Oct. 29 1998 Eli: 14PM P2 /o--Of-98 —/ 11003 10/30/98 FRI 17 :27 [TX /RX NO 78751 1003 IV _ 9LL' 6LZ £9Z XVd W£T 96 /£0 /II FIELD / MATERIAL TEST F( FORT ASTM: C172, C1019, 0780 aterial Report Number:10252' Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab Material Data Job No. , _98-292 Project • Glacier / Cascade Address 6540 S. Glacier City Tuk . 7 .7) ri 1 -- f. —, ‘. Permit Number_; ,- D :03 �; �... . Engineer "�-' 1 0 :099 T) q $, "0 !` 1r i I . •,, . CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:21:00 AM 51 67 5 4 + -1 Supplier: Miles S & G Plant #: 1 Yards placed: 44 Design (F'C) @ 28: 4000 Truck Number: 23 Ticket Number: 447160 Job Mix? No Mix Number: P2600 Cement Type: 1 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 10 gals see remarks Conformance Conforming to Plan? Explain if "No ": yes Inspector: J.Graham Reviewer: FIELD / MATERIAL TEST F( FORT ASTM: C172, C1019, 0780 aterial Report Number:10252' Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. , _98-292 Project • Glacier / Cascade Address 6540 S. Glacier City Tuk . 7 .7) ri 1 -- f. —, ‘. Permit Number_; ,- D :03 �; �... . Engineer "�-' 1 0 :099 T) q $, "0 !` 1r i I . •,, . CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 All resteel was properly installed, in accordance with approved plans. Concrete was mechanically consolidated. Report Data Report Date: 1/22/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab Grids Glacier building: E wall; closure strips slab & loading dock wall- H -D.6; W wall, closure strips F.C1. Remarks All resteel was properly installed, in accordance with approved plans. Concrete was mechanically consolidated. Admixtures: Polyheed 4 oz.; Pozz 20 0.5% Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/22/99 Fracture Type: (If 'Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale ID # I Test Date I Field 881 1/29/991 8821 2/19/991 8831 2/19/991 Test Results Cure I Age Days (Size InchiArea Sq In! Weight Lbs1Max Load Lbs'Strength PSII Set # I 7� 6x121 28.271 01 1161201 41101 1 1 281 6x121 28.271 01 1 01 11 1 281 6x121 28.271 01 1 01 11 Copies To l A Building Department Date Mailed: 2/12/99 ICJ Engineer 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. Physical Site Inspection Report Date: 1/22/99 Inspector: J.Graham Job Time: 12:10 Date Mailed: 2/5/99 Reviewer: T.Maddock Air Temperature: 50 Inspection Performed After concrete placment (refer to report #10252), inspected framing for shearwall, on 3 line, from A -A.5. Framing & blocking were properly installed, in accordance with approved plans. No sheathing was completed yet. Contractor was informed of findings. FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Copies To; Building Department Engineer Field Report Numer,20032 Job'No:'''; ' 98.292 Project Glacier / Cascade Address ` '6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer' AHBL 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. FIELD / MATERIAL TEST It.)ORT ASTM: C172, C1019, C780 `(. , ,aterial Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier Cit Tukwila Permit Number:: BIdgGD98 -0153 MT -03'1 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:02:00 AM 61 60 5 4 + -1 Supplier: Miles S & G Plant #: 1 Yards placed: 70 Design (F'C) @ 28: 4000 Truck Number: 42 Ticket Number: 446929 Job Mix? No Mix Number: P2600 Cement Type: 1 -11 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 5 gals see remarks 1 01 Conformance 7961 2/17/991 Conforming to Plan? Explain if "No ": yes Inspector: J.Graham Reviewer: 1 FIELD / MATERIAL TEST It.)ORT ASTM: C172, C1019, C780 `(. , ,aterial Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier Cit Tukwila Permit Number:: BIdgGD98 -0153 MT -03'1 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel was all properly installed in accordance w /approved plans. Concrete was thoroughly consolidated. ,Admixtures: Polyheed 4 oz; Pozz 20 1 oz. Report Data Report Date: 1/20/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Glacier building: closure strips; every other section; on E. wall from J.5 -D.5; W. Perimeter, from F -B; an entry way @ B.5/3. Also, dumpster slab@ NE corner of site. Remarks Resteel was all properly installed in accordance w /approved plans. Concrete was thoroughly consolidated. ,Admixtures: Polyheed 4 oz; Pozz 20 1 oz. ID # Test Date I Field Cure I Age Days (Size InchlArea Sq In' Weight Lbs 'Max Load Lbsl Strength PSI I Set # 794 1/27/991 i 71 6x121 28.271 01 1308601 46301 1 7951 2/17/991 281 6x121 28.271 01 1 01 1 7961 2/17/991 281 6x121 28.271 01 1 01 1 Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/20/99 Fracture Type: (If 'Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To Building Department Date Mailed: 215/99 ICJ Engineer 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. FIELD / MATERIAL TEST R( ORT ASTM: C172, C1019, C780 i Aterial Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier ,. City Tukwila Permit Number: kW. C - 0 /9t Remarks Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:02:00 AM 61 60 5 4 + -1 Supplier: Miles S & G Plant #: 1 Yards placed: 70 Design (F'C) @ 28: 4000 Truck Number: 42 Ticket Number: 446929 Job Mix? No Mix Number: P2600 Cement Type: 1 -11 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 5 gals see remarks 01 1308601 Conformance 11 7951 Conforming to Plan? Explain if "No ": yes Inspector: J.Graham Reviewer: 28.271 FIELD / MATERIAL TEST R( ORT ASTM: C172, C1019, C780 i Aterial Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier ,. City Tukwila Permit Number: kW. C - 0 /9t Remarks CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Engineer AHBL 71 Report Data Report Date: 1/20/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Glacier building: closure strips; every other section; on E. wall from J.5 -D.5; W. Perimeter, from F - B; an entry way @ B.5/3. Also, dumpster slab@ NE corner of site. Remarks Resteel was all properly installed in accordance w /approved plans. Concrete was thoroughly consolidated. Admixtures: Polyheed 4 oz; Pozz 20 1 oz. ID # I Test Date I Field Cure I Age Days (Size Inch Area Sq In Weight Lbs (Max Load Lbs Strength PSI I Set # 7941 1/27/991 71 6x121 28.271 01 1308601 46301 11 7951 2/17/991 281 6x121 28.271 01 1658401 58701 1 7961 2/17/991 ! 281 6x121 28.271 01 1629901 57701 1 Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 1/20/99 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To I Date Mailed: 2/26/99 I Building Department IJ Engineer 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. FIELD / MATERIAL TEST R ORT ASTM: C172, C1o1 , 0 ;aterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number. BIdgC -D98 -0153 ' 641=031 0 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 01 671601 Job Time: 3:00:00 PM Yards placed: 10 Coarse Aggregate: 3/8 575 Air Temperature: 53 Design (F'C) @ 28: 3000 Coarse Aggregate: 7/81350 Material Temperature 59 Truck Number: 128 Sand: 1380 Yield Unit Weight: 6x12; Ticket Number: 444418 Fly Ash: 90 Slump Inches: 5 Job Mix? No Water: 32.5 gals Slump Specification: 4 +- Mix Number: , 18300LF Water Added: Air Percentage: Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 360 Admixture: Conformance Conforming to Plan? yes Inspector: B.Taylor Reviewer: Explain if "No ": FIELD / MATERIAL TEST R ORT ASTM: C172, C1o1 , 0 ;aterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number. BIdgC -D98 -0153 ' 641=031 0 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. Report Data Report Date: 12/29/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Row 4 column F (sheet S -2.0); F2.5 on 4; F2.5 on 3; E to E.5 on 4 of interior col. Ftngs & shearwall ftng. Remarks All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. ID # I Test Date Field Cure I Age Days (Size InchlArea Sq In' Weight Lbs IMax Load LbslStrength PSI I Set # I 146691 1/5/991 71 6x121 28.271 01 671601 23801 1) 14670) 1/26/991 I 281 6x121 28.271 01 1 01 1) 146711 1/26/991 281 6x12; 28.27! 01 0! 11 Test Strength Tested Per: ASTM C39 Conforms Y /N: Compressive Y /N: Yes Cast Date: 12/29/98 Fracture Type: (If Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To I Date Mailed: 1/22/99 U Building Department IA Engineer 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. IP) III AIM SHUTLC, CONSULTING == ENGINEERS, Inc. VIOL 12503 Bel -Red Road, Sidle 100 Bel/twin, Washington 95005 (425) 450-4075 FAX (425) 450 -4076 JOB Seattle Bindery SHEET NO. COVER CALCULATED BY JJS CHECKED BY SCALE • JOB NUMBER 98-55 OF DATE 10/21/98 DATE STRUCTURAL CALCULATIONS FOR: Seattle Bindery Glacier Building Glacier Cascade Business Center Tukwila, Washington PROPOSED BY: Opus Northwest L.L.C. 200 -112th Avenue NE Bellevue, Washington 98004 (425) 453 -4100 *'Fax (425) 453 -1712 ARCHITECT: Sconzo/Hallstrom Architects 919 124th Avenue NE, Suite 101 Bellevue, Washington 98005 (425) 455 -3203 * (425) 455 -9351 DESIGN CRITERIA: CODE UNIFORM BUILDING CODE, 1997 Edition ROOF LIVE LOAD 25 PSF SNOW LOAD FLOOR LIVE LOAD.. 125 PSF, LIGHT STORAGE WIND LOAD 80 MPH ZONE, EXPOSURE "B" SEISMIC ZONE 3 FOUNDATION DESIGN BASED ON 2500 PSF PER THE ORIGINAL CONSTRUCTION DRAWINGS. ??E oz� DI8 -a37o EXPIRES 09 / 12 / T111{NU_P SEC '199B REC CITY OF U ` ,1t OCT 30 199$. Do '� PERMIT CENTER MMI,� HUTLER _I 'CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB Sc • Le Ig,NO/ Y SHEET NO, Jn -I OF CALCULATED BY -� ' S. DATE /L? ler YJ CHECKED BY SCALE DATE A— . SHUTLER MIN CONSULTING ill" ME ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 So�l� dk o /90 Bellevue, WA 98005 CHECKED BY DATE (425) 450.4075 FAX (425) 450.4076 SCALE ruS - -. S ous''o m/_,4/4 t1/7. ' a , C) i __ _GeVG../_;/4 ' 2/.i t 6,o / 1.5f - _ Fe -colt _ -- 8wls rn - _11 ;‘ ` - - - 1 _ 3 3 _./.713,2 . t IS; 7 1 ,0 /s -- 1 . • � D, C. be r % A r /� / �.l �/ k 1 - �3 1 � s. 2 s)(, /Jo ) . _ i, kdoWg 7 , • 62 ‘'t, ril . h /g V "- v 4. e ,APi7: —1 Z5c6 l JOB TLCr .Z 1, 04.y SHEET NO. !i /- 2- CALCULATED BY �r OF DATE 19 -44 4:10_ • 14 i w 0 .>;)(.o /s , i2•= 21,ol' .. tot MIN _ SHUTLER _IN CONSULTING IMF__ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 4 -3 I • g / • >71- it?,/1 JOB Sk 17 4.6 YJ /t/O SHEET NO /n CALCULATED BY CHECKED BY SCALE I UL r 41)'‘ 14)4144°10 tc'E)z7_, 9 a � OF DATE /0 9F DATE 611JJ9,11s1`1 • t C gisigeN7/14eAtirt* . SUPPORTS: 1 2x4 plate 2 2x4 plate DESIGN CONTROLS: MAXIMUM 2178 2178 12704 Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) TJ -Pro Rating 0 INPUT BEARING WIDTH LENGTH 3.50' 3.5' 3.50' 3.5' C JUSTIFICATION Left Face Right Face DESIGN CONTROL CONTROL 2162 2935 Passed(74%) 2178 2830 Passed(77%) 12704 20410 Passed(62%) 0.452 0.467 Passed(L/620) 0.506 1.167 Passed(L/554) 57 Any Passed Joist J - 1 23'9" 22" TJI0/H90 JOIST @ 16.0" o/c 714eaam" v5.20 Serial Number. 706001332 SEAMUSA 1001 10116196 4.054 PM Papa 1 or 1 Sued Coda: 070 • THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED L REACf1ONS(Ibs.) LIVE/ DEAD/ TOTAL DETAIL OTHER 1979/238/2217 TJI® Blocking Panel 1979 /238 /2217 TJI® Blocking Panel LOCATION LT. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 . PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shutter Consulting Engineers, Inc. Joe Shutter 12503 Bel -Red Road Bellevue, VIA 98005 (425) 450-4075 (425) 450-4076 Copynght 0 1996 by The Joist MacMllan, a lentsd partnership. Bode. Idaho, USA T-I-Prow and TJ-Bam" am trademarks of True Joist MacMilan, TJ W is a ragistarsd badman( al Trus Jost MacMillan. b Product Diagram Is Conceptual, LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM. Application. Loads(psf): 125 Live at 100% duration, 15 Dead, 0 Partition - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:L/600, TL:L240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ -Pro"' RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued & Nailed 3/4 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ' ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product fisted above. T �r Joist J -1 C TJ- Beami" 0.20 Serial Number. 706001332 B AMUSA 1001 10/1619e &14:31 PM P age 1 ol 1 Bind Code: 070 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a 24" TJI0/L90 JOIST @ 16.0" o/c �iltr�M \MV b 23'9" PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shirtier Consulting Engineers, Inc. Joe Shutler 12503 Bel -Red Road Bellevue, WA 98005 (425) 450-4075 (425) 450-4076 Copynght 0 1998 by Trus Joist Maclellan, a Imbed partnership, Bose, Idaho, USA TJ -Pro*' and TJ$eam"W an trademarks 01 Tnn Joist Maclellan. TJIO is a ragitarad trademark ci Toes Jost Maclellan. Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM. Application. Loads(psf): 125 Live at 100% duration, 15 Dead, 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION UVEJ DEAD/ TOTAL DETAIL OTHER 1 2x4 plate 3.50' 3.5- Left Face 1979/238/2217 TJI® Blocking Panel 2 2x4 plate 3.50' 3.5' Right Face 1979 /238/2217 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lo) 2178 2162 3060 Passed(71%) LT. end Span 1 under Floor loading Reaction(lb) 2178 2178 2830 Passed(77 %) Bearing 1 under Floor loading Moment(ft-Ib) 12704 12704 18782 Passed(68 %) MID Span 1 under Floor loading Live Defl.(in) 0.416 0.467 Passed(U672) MID Span 1 under Floor loading Total Defl.(in) 0.466 1.167 Passed(U600) MID Span 1 under Floor loading TJ -Pro Rating 58 My Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:L/600, TL•U240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' r o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ- Pro*" RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued & Nailed 3/4 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product fisted above. 0, � T TJ.eaamri 4.20 Serial NumEer: 708001332 BEAMUSA 1001 1011619E 4:44,46 PGI Pape 1 011 6uSd Coda: 010 • THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED v C� Joist J -1 26" TJI ® /H60 JOIST @ 16.0" o/c 4 23' 9" SUPPORTS: - INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 plate 3.50' 3.5' Left Face 1979/2U/2217 TJI® Blocking Panel 2 2x4 plate 3.50^ 3.5 Right Face 1979/238/2217 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shutter Consulting Engineers, Inc. Jce Shutter 12503 Bel -Red Road Bellevue, WA 98005 (425) 450 -4075 (425) 450 -4076 Copyright O 199E by Tow Joist MacMillan, a kneed partnership, Boise, Idaho, USA TJ -Pro^' and TJ•BeamI" are trademark, of True Joist MacMillan. 7JI6 a a regisUred traoemart W Trus Joist MacMillan. 6 Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM. Application. Loads(psf): 125 Lnre at 100% duration, 15 Dead, 0 Partition DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2178 2162 2900 Passed(75%) LT. end Span 1 under Floor loading Reaction(lb) 2178 2178 2900 Passed(75%) Bearing 1 under Floor loading Moment(ft -lb) 12704 12704 15137 Passed(84%) MID Span 1 under Floor loading Live Defl.(in) 0.435 0.467 Passed(U644) MID Span 1 under Floor loading Total Defl.(in) 0.487 1.167 Passed(U575) MID Span 1 under Floor loading TJ-Pro Rating 58 Any Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:L1600, TL:L240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at Z r o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non- residential floors have been considered. TJ- Pro RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued & Nailed 3/4 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product fisted above. ClisigovivarAota . C .. Joist J -1 1, 28" TJI ® /L60 JOIST © 16.0" o/c T,LBaam• x'520 SarRI Number. 704001332 BEAMUSA 1001 10I160E 4:45:0e PM Pape 1 eft bold Code: 070 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 23'9" PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shutter Consulting Engineers, Inc. Joe Shutter 12503 Bel -Red Road Bellevue, WA 98005 (425) 450 -4075 (425) 450 -4076 Copyright O 199E by inn Jost 1Aaciaban, a Inked parbwnhp, Base, Idaho, USA TJ-Pro" and TJ- Beam"' an trademarks d Taw Jolt WcMiIan. TLO rs a 'nattered trademark d True Joist MacMillan. Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM. Application. Loads(psf): 125 Live at 100% duration, 15 Dead, 0 Partition SUPPORTS: INPUT BEARING REACfIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 plate 3.50" 3.5' Left Face 1979/238/2217 TJI® Blocking Panel 2 2x4 plate 3.50^ 3.5" Right Face 1979/238/2217 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2178 2162 2900 Passed(75%) LT. end Span 1 under Floor loading Reaction(lb) 2178 2178 2900 Passed(75%) Bearing 1 under Floor loading Moment(ft-lb) 12704 12704 14274 Passed(89%) MID Span 1 under Floor loading Live Defl.(in) 0.408 0.467 Passed(L/686) MID Span 1 under Floor loading Total Defl.(in) 0.457 1.167 Passed(L/612) MID Span 1 under Floor loading TJ-Pro Rating 59 Any Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LLU600, TL :L240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ- Pro"' RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued & Nailed 3/4 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values: The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product listed above. C '�awlea7Mayffirt* . a C Joist J -2 18" TJI ® /L60 JOIST © 24.0" o/c 14- Beam* v5.20 Serial Number. 706001/32 BEAJJUSA 1001 10116106 A45.40 PM Pape 1 di Bold Code: 070 - THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED b 15' 9" LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM. Application. Loads(psf): 125 Live at 100% duration, 15 Dead, 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD! TOTAL DETAIL OTHER 1 2x4 plate 3.50" 3.5' Left Face 1969/236/2205 TJI® Blocking Panel 2 2x4 plate 3.50' 3.5" Right Face 1969/236/2205 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2147 2123 2535 Passed(84 %) LT. end Span 1 under Floor loading Reaction(lb) 2147 2147 2535 Passed(85 %) Bearing 1 under Floor loading Moment(ft-lb) 8229 8229 9178 Passed(90%) MID Span 1 under Floor loading Live Defl.(in) 0.316 0.383 Passed(U582) MID Span 1 under Floor loading Total Defl.(in) 0.354 0.767 Passed(U519) MID Span 1 under Floor loading TJ -Pro Rating 62 My Passed Span 1 • - - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U480, TL:L240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' r o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ -Proms RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued 8 Nailed 1 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shutter Consulting Engineers, Inc. Joe Shutter 12503 Bel -Red Road Bellevue, WA 98005 (425) 450-4075 (425) 450 -4076 Copyrght 0 1996 by This Joat Macklalan, a Imted partnership, Boise, Idano, USA TJ-Pro* and If- Beam* are trademarks of Trus Joist Maclillan. TJlta Is a registered trademark of Inn Joist MacMillan. Product Diagram Is Conceptual. • et C liogesriffee,firive . SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 plate 3.50' 3.5' 2 2c4 plate 3.50' 3.5' DESIGN CONTROLS: MAXIMUM 2147 2147 8229 Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) TJ -Pro Rating 0 DESIGN 2123 2147 8229 0.369 0.413 60 TJ.etam". M5.20 Banat Number. 708001/32 BEAMUS11 1001 10/1096 4:46.03 PM Papa 1 of 1 Buid Coda: 070 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 6 JUSTIFICATION Left Face Right Face CONTROL 2330 2330 9417 0,383 0.767 My CONTROL Passed(9196) Passed(92%) Passed(87 %) Passed(U499) Passed(U446) Passed Joist J -2 16" TJI ® /H60 JOIST @ 24.0" olc 15'9" LOADS: Analysis for JOIST MEMBER Supporting FLOOR L. COM. Application. Loads(psf): 125 live at 100% duration, 15 Dead, 0 Partition REACTIONS(bs.) LIVE/ DEAD/ TOTAL DETAIL OTHER 1969/236/2205 TJI® Blocking Panel 1969 / 236 / 2205 TJI® Blocking Panel LOCATION LT. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 . . 6 Product Diagram Is Conceptual. - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U480, TL:L240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2 r do unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ -ProTM RATING SYSTEM The TJ -Pro (USA) Rating System value is based on a Glued & Nailed 1 OSB decking. This system is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Tars Joist MacMillan(TJM). TJM warrants the sizing of its products by this software vnll be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Seattle Bindery Shutter Consulting Engineers, Inc. Joe Shutter 12503 Bel -Red Road Bellevue, WA 98005 (425) 450 -4075 (425) 450 -4076 CopyripM 0 1996 by Tnq Jost MacUllan, a Ianbd partnership, Boat, Idaho, USA 7J-Pro"' and 7J-BNm*i an trademida of Tnn Joel MacMillan. TAO Y a ragsoarsd tradtmara of Trua.loot MacMillan. SRC .:ER CONSULTING ENGR Title : 12503 Bel -Red Road Dsgnr. Suite 100 Description : M Bellevue, Washington 98055 Scope : (425) 450 -4075 • Fax 450 -4076 /MI Ma ' -. aro: 6I 000 Description Beam 1 [General Information I Steel Section : W24X76 Center Span Left Cant. Right Cant Lu : Unbraced Length DL LL ST Start Location End Location 32.500 Summary Using: W24X76 section, Span = 33 End Fbdty = Pinned - Pinned, Lu = 0 Moment fb : Bending Stress fb / Fb Shear tv : Shear Stress fv / Fv Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Reaction @ Left 46.95 Reaction @ Rt 45.59 Fa calc'd per 1.5 -1, WUr < Cc (c) 1983-98 ENERCALC # 1 0.300 2.470 Maximum 387.25 k -ft 33.00 ft 0.00 ft 0.00 ft 0.00 ft # 2 .00ft, Fy = 50.0ksi .00tt, LDF = 1.000 Actual 387.250 k -ft 26.466 ksi 0.802 : 1 46.950 k 4.461 ksi 0.223 : 1 46.95 k 6.20 45.59 k 6.06 -1.246 in -0.165 0.000 in 0.000 0.000 in 0.000 0.000 ft 0.000 Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 [Distributed Loads # 4 Allowable 482.859 k -ft 33.000 ksi ' ' 210.496 k 20.000 ksi *5 Job N Date: 5:05PM, 16 OCT 98 Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi #6 #7 k/ft k/ft k/ft ft ft Max. Deflection -1.246 in Length/DL Defl 2,404.3: 1 Length/(DL +LL Defl) 317.7: 1 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST Only t ! Center 0 Center t Cants t Cants 51.18 387.25 k -ft k -ft k -ft k -ft 46.95 k 45.59 k 6.20 6.06 -1.246 0.000 0.000 -1.246 0.000 0.000 0.000 0.000 • 0.000 46.95 46.95 45.59 45.59 . 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 In k k Beam OK I KW- 060346, Ver 5.0.5,15 -Mar -1998, Win32 SMUTLER C6NEUTUS ENGINEER: Sob Seattle Eindery • StrLrALrai Engineers Sheet no. dl-Il 1500-1i4tn f a S.E., Suite 250 Calculated my J'S Bellevue, Washington 96001 Checked by ((206) 450 -4075 Date 10/17/98 :sit BEAM ====1 Beat 3 222 Western Wood LuCoer Used era Dimensions: Beat span = 14.75 feet (Sie;.le span) Uniform load: v(DL) _ C.290 KLF w(LL) = 1.970 KLF Reactions: Left support 2.14 Kips (D.L.) Right support 2.4 Kips (D.L.) 14.53 Kips (L.L.) 14.53 Kips (L.L.) 16.67 Kips (T.L.) 16.67 Kips (T.L.) Moment: Maxizut positive moment = i1.46 ft -k at x = 7.36 ft 2 :22:222:t22223:22223 ####222222 #2#222 #2#2#2 #22222 $ 5.125 x 21.00 LLB Camber = 0.07 in. 2 2::2: 3t ttstttiit2::tttsttttttttttt :ttt #22233::3 :2 (Fb adjusted for D.0.L. and volumn factor or unbraced corpression length.) Max. stress Allowable stress Stress t fv = 177.2 psi Fv.: 190.0 x 1.00 = 190.0 psi 93.3 % +fb = 1558.0 psi Fb = 2400.0 x 1.00 x (0.980 ( 1.000) = 2351.0 psi 83.3 t flections, Total Load = 0.34 in. :) L/524 Live Load - 0.29 in. _) !/601 unbraced Compression face length = 0.00 feet Total board ft. = 207 232## :tit*: 223 :::2 :3:322 :32:2::#22222:2:: :2222:2: _ 6.750 x 18.00 GLB Camber = 0.08 in. : :22:2:: ;:2332: :22221:#i222:::2: :3:#133 #2:: #: : :t :i (Fb adjusteti or D.O.L. and volu factor or unbraced compression length.) Max. stress Allowable stress • Stress % fv = 163.9 psi Fv = 190.0 x 1.00 = 190.0 psi 86.3 % tfb = 2023.4 psi Fb = 2400.0 x 1.00 x (0.968 ( 1.000) = 2322.7 psi 67.1 t Deflections, Total Load = 0.41 in.:) L/434 Live Load = 0.36 in. _) L/498 Unbraced Cotpression face length = 0.00 feet Total board ft. = 236 a MI MI L ikv:1110001 Steel Beam Design Description Beam 3 [General Information Steel Section : W14X22 Center Span Left Cant. Right Cant Lu : Unbraced Length `Distributed Loads DL LL ST Start Location End Location Summary Using: W14X22 section, Span = 14.75ft, Fy = 50.0ks1 End Fixity = Pinned- Pinned, Lu = O.00ft, LDF = 1.000 Actual 61.461 k -ft 25.462 ksi 0.772 : 1 Moment fib : Bending Stress fb /Fb Shear fv : Shear Stress fv / Fy Max. M.+ Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Deft Right Cant Def ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5 -1, K•Ur < Cc (c) 1983 -98 ENERCALC #1 0.290 1.970 SH1. DER CONSULTING ENGR 12503 Bel -Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075 • Fax 450 -4076 Maximum 61.46 k -ft 14.75 ft 0.00 ft 0.00 ft 0.00 ft 2 16.667 k 5.274 ksi 0.264: 1 Pinned - Pinned LL & ST Act Together # 3 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only (di Center a Center CrD Cants t Cants 7.89 61.46 k -ft 16.67 k 2.14 16.67 16.67 k 2.14 16.67 -0.417 in -0.054 -0.417 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 ft 0.000 0.000 16.67 2.14 16.67 16.67 2.14 16.67 # 4 Title : Dsgnr: Description : Scope : Allowable 79.658 k -ft 33.000 ksi ' . 63.204 k 20.000 ksi 16.67 -0.417 0.000 0.000 0.000 16.67 #5 Job # Date: 10:47AM, 17 OCT 98 Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi 6 #7 k/ft loft klft ft ft 014 L Beam OK Max. Deflection -0.417 in Length/DL Defl 3,307.4: 1 Length/(DL +LL Defl) 424.4 : 1 0.000 0.000 0.000 0.000 k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k KW- 060346, Ver 5.0.5,15- Mar -1998, Win32 • SHAER CONSULTING ENGINEERS Structural Engineers 130'0-114th Ave S.E., Suite 250 .Bellevue, kashington 96004 (206) 450 -4075 . IIiI BEAM I.D. - - - :> Bear. 4 Dimensions: Beat span : 22.25 feet (Sitple span) Sob Seattle Bindery Sheet no. Al Calculate. by Checked it Date ' 10/17/98 ttt tv7:ar J:. ?t Uniform loads: w(DL) : 0.290 KLF w(LL) : 1.970 NLF Reactions: , left support 3.23 Kips (D.L.) Right support 3.23 Kips (D.L.) 21.92 Kips (LA.) 21.92 Kies (L.L.) 25.14 Kips (T.L.) 25.1' Kips (T.1.) . Moment: . Maximum positive moment : 139.86 ft -k at x : 11.13 ft lsssssllttttltttttltllltllttu : *IIII:II12tiIU I 5.125 x 31.50 GLB Ca; : 0.10 in. t IIIionsxxxxxxttt stsxxxxxxxxxxxxxxxxxx xxxxxxxxxx (Fb adjusted for D.O.I. and .volumn factor or unbraced corpression length.) Max. stress Allowable stress Stress 2 fv : 178.5 psi Fv : 190.0 x 1.00 : 190.0.psi 93.9 % +ft : 1980.1 psi Fb.: 2400.0 x 1.00 x (0.903 ( 1.000) : 2166.6 psi 91.4 '.. Deflections, Total Load : 0.52 in.:) L /515 Live load : 0.45 in. :) L/591 braced Compression face length = 0.00 feet Total board ft. : 467 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxs t 6.750 x 27.00 GLE Caber : 0.12 in. II: 1I IItII tI xxxxx xxxxx xxxxxxxxxxxxxxxxIxtstttttt2 (Fb adjusted for 0,0,1, and volurr.fattcr cr uabraced compression length.) Max, stress Allowable stress Stress 1 . fv : 165,1 psi Fv : 190.0 x 1.00 • : 190.0 psi 86.9 ; +fb : 2046,3 psi Fb = 2400.0 x 1.00 x (0.892 ( 1.000) = 2140.5 psi 95.6 Deflections, Total Load : 0.63 in. _> 1/427 live Load = 0.55 in.• :) 11490 Ur.Sraced Compression face length = O.CO feet Total board ft.: 534 t A AIM I ME L i si0001 Description Beam 4 [General Information Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length DL LL ST . Start Location End Location Summary Max. M + Max. M - Max. M @ Left Max. M © Right Shear © Left Shear @ Right (c) 1983 -98 ENERCALC #1 0.290 1.970 i Using: W18X35 section, Span = 22 End Fixity = Pinned- Pinned, Lu = 0 Moment fb : Bending Stress fb / Fb Shear tv : Shear Stress fv / Fv Center Defl. -0.843 in Left Cant Defl 0.000 in Right Cant Def 0.000 in ...Query Defl © 0.000ft Reaction @ Left 25.14 Reaction © Rt 25.14 Fa calc'd per 1.5 -1, K'Ur < Cc SHD , DER CONSULTING ENGR 12503 Bel -Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075' Fax 450-4076 22.25 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Pinned - Pinned LL & ST Act Together [Distributed Loads #2 #3 #4 Title : Dsgnr: Description : Scope : .25R, Fy = 50.Oksi .0011, LDF =1.000 Actual Allowable 139.855 k -ft 158.475 k -ft 29.123 ksi 33.000 ksi 0.883 : 1 25.142 k 4.735 ksi 0.237 • 1 106.200 k 20.000 ksi #5 Job N Date: 10 :48AM, 17 OCT 98 Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi #6 #7 k/ft kM k/ft .ft ft Max. Deflection -0.843 in Length/DL Defl 2,469.4: 1 Length/(DL +LL Defl) 316.9: 1 [Force 84 Summary <c- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (a. Center 0 Center (m Cants a Cants 139.86 k -ft 17.95 139.86 k -ft 25.14 k 25.14 k 3.23 3.23 -0.108 0.000 0.000 0.000 3.23 3.23 25.14 25.14 -0.843 0.000 0.000 0.000 25.14 25.14 -0.843 0.000 0.000 0.000 25.14 25.14 0.000 0.000 0.000 0.000 k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0,000 in k k Beam OK 1 KW-060346, Vet 5,0.5,15- Mar•1998, W1n32 SHUTLER CONSULTP 1 EN:I';EEF.S Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washirgton 49004 (206) 450 -4075 ****BEAM I.,. - - -_) yea, 5 Diiensions: Beam span = 19.50 feet (Simple span) ttt 'nester Uniforo loads: w(DL) = 0.290 KLF Reactions: Left support 2.63 hips (D.L.) Right support 19.21 Kips (L.L.) 22.04 Kips (T.L.) Moment: Maxim positive ioient = 107.42 ft -k at x = 9.75 ft - - -- OR - - -- ooh Seattle Eir,dery Calculated t' Date 1O/17/9E T7) w(LL) : 1.970 KLF 2titi2ittiitiititii; 112it;tiititttitititittiiitt: * 5.125 x 27.00 GLB Camber : 0.09 in. i itistttitisiit s ui ttttitittttutttitasiitasttit 2.63 Kips (.L.) 19.21 Kips (1.L.) 22.04 Kips (T.L.) (Fb adjusted for D.O.I. and volutn factor or unbraced compression length.) • Max. stress Allowable stress Stress t fv = 183.7 psi Fv : 190.0 x 1.00 = 190.0 psi 96.7 tfb = 2070.1 psi Pb = 2400.0 x 1.00 x (0.929 ( 1.000) = 2229.5 psi 92.9 t • Deflections, Tota: Load = 0.49 in. =) L/482 Live load = 0.42 in. =) 1/552 .braced Compression face length = 0.00 feet Total board ft. = 351 itiiiiiititt titt tt iiittttiitttixtttiitiiiitttttit * 6.750 x 24.00 6L6 Camber = ('.10 in, i tt tit tttii tii tttiitittitt :ttit#iiiistiitiit:it : :: (Fb adjusted for D.O.L. and volur:r factcr or ur raced cOmpressicr length,)' Max. stress Allowable stress Stress fv = 162.2 psi Fv = 190,0 x 1.00 = 190.0 Psi 85.4 +fb = 1989.3 psi Fb = 2400.0 x 1.00 x (0.914 ( 1.000) = 2194.7 pSi 90.6 t Deflections, Total Load = 0.53 in, _) L/445 Live Load 0.46 it. _) L /511. Unbraced Compression face length = 0.00 feet Total board ft. = 416 4 III II _E . IMF MIN L k 5cv: 51 01301 Steel Beam Design r Description Beam 5 'General Information Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length DL LL ST Start Location End Location Summary #1 0.290 1.970 Using: W18X35 section, Span = 19. End Fbdty = Pinned - Pinned, Lu = 0 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fy Max. M + Max M - Max M © Left Max. M © Right Shear © Left Shear © Right Center Dell. Left Cant Defl Right Cant Def ...Query Defl Reaction @ Left 'Reaction © Rt Fa calc'd per 1.5 (c) 1983-98 ENERCALC \ , SHU i"LER CONSULTING ENGR 12503 Bel -Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075 • Fax 450-4076 22.03 k 22.03 k #2 22.035 k 4.150 ksi 0.207 : 1 Pinned- Pinned #3 2.83 22.03 2.83 22.03 #4 Title : Dsgnr. Description : Scope : 19.50 ft 0.00 ft LL & ST Act Together 0.00 ft 0.00 ft Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi [Distributed Loads Soft, Fy = 50.Oksi .00ft, LDF = 1.000 Actual Allowable 107.421 k -ft 158.475 k -ft . 22.369 ksi 33.000 ksi 0.678 : 1 106.200 k 20.000 ksi #5 #6 Job 0 Date: 10:49AM, 17 OCT 98 #7 k/ft k/ft lc/ft ft ft «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL+ST Maximum Only 0 Center 0 Center ft Cants 0 Cants 107.42 k -ft 13.78 107.42 k -ft k -ft k -ft k -ft k k -0.497 in -0.064 -0.497 -0.497 0.000 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 In 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 ft 0.000 0.000 0.000 0.000 0.000 In 22.03 2.83 22.03 22.03 k 22.03 2.83 22.03 22.03 k - 1,K'L/r <Cc Beam OK Max Deflection -0.497 in Length/DL Defl 3,668.4: 1 Length/(DL +LL Dell) 470.7: 1 [Force & Stress Summary KW- 060348, Ver 5.0.5,15- Mar•1998, Win32 c SHUTLER CONSULTING ENGINEER: Structural Eire 1300-114th Ave S.E., Suite 250 Bellevue, R a5ir ?tor 92.04 (206) 450-4075 Monent: Maximum positive moment = 82.2E ft -k at x = 11.00 ft Job Seattle E:ree•i Set nc. t4 Calculated by $ Checked bY Date 10/17/98 iii: 8E4M 1.0. - -- . be... E. ti: Western Rood 1.11: Used ill Die.enzions: Beat span = 22.00 feet (5itple span) Uniforn loads: w(DL) = 0.390 KLF u(LL) = 0.970 KLF Reactions: Left support 4.29 Yips (D.L.) Right support 4.29 Yips (D.L.) 10.67 Kips (L.L.) 10.67. Kips (L.L.) 14.96 Kips (T.1.) • 14.91 Kips (T.L.) i:3 lzirit: it; ttteitixttr titttmstsitsttiitisiisi i 5.125 x 24.00 GLB Camber = 0.29 ir. i tiiisitiiiit iii'. sisiiiti tts *itttttiittsstsitittst . (Fb adjusted for 0.0.1. and volua.c factor or unbreced compression length.) . Max.. stress A!la,ab!e stress Stress.% fv = 149.3 psi Fv = 190.0. r 1.03 = 190.0 psi 78.6 ffb = 2006.8 psi Fb.= 2400.0 r 1.00 x (0.929 ( 1.000) = 2218.9 psi 90.0 % Deflections, Total Load - 0.67 in. _) 1/391 Lie Lead : 0.45 it =) 1/549. braced Compressier face length = 0.00 feet Total board ft. = 352 t 6.750 x 21.00 GLE Camber - 0.33 in. i 11111itsiittiiiisililiiiiii tilt #iittiiiiitttiiiii (Fb adjusted for C.C.L. and vc•luZr• fa•:tor or umbra :ed compression ler;th.) May:. stress Allokable stress Stress fv = :333.1 rsi CV = 1=0.0 x 1.00 = 190.0 psi 70.1 s tfb = :J9C.1 psi Ft =•249:.0 r 1.00 x (0.916 ( 1.000) = 2197.5 psi 90.6 % Deflections, Total Lead = 0.76 in. _) 1/345 Live load = 0.55 ir. _) L/484 Unbrared Compression face length = 0.00 feet Total board ft. - 411 _ MI MIL II NMI MIMI Stv: l I co P Description Beam 6 [General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Length 'Distributed Loads DL LL ST Start Location End Location #1 0.390 0.970 Summary Using: W16X26 section, Span = 22. End Fixity = Pinned - Pinned, Lu = 0. Moment fb : Bending Stress fb /Fb Shear fv : Shear Stress fv /Fv Max. M + Max. M - Max. M © Left Max. M © Right Shear @ Left Shear © Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl Reaction © Left Reaction © Rt (c) 1983-98 ENERCALC SH(._ER CONSULTING ENGR 12503 Bel -Red Road Suite 100 Bellevue, Washington 98055 (425) 450-4075 • Fax 450 -4076 Maximum 82.28 k -ft #2 Fa calc'd per 1.5 -1, WLJr < Cc 22.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design OOft, Fy = 50.0ksi OOft, LDF =1.000 Actual 82.280 k -ft 25.734 ksi 0.780 : 1 14.960 k 3.814 ksi 0.191 : 1 Pinned - Pinned LL & ST Act Together #3 Force & Stress Summary '<- These columns are Dead + Live Load placed as noted -» DL LL 4.L +ST LL LL +ST Only 0 Center (cD Center (8 Cants 0 Cants 23.59 82.28. k -ft 14.96 k 4.29 14.96 14.96k 4.29 14.96 -0.821 in -0.235 -0.821 0.000In 0.000 0.000 0.000 in 0.000 0.000 0.000 ft 0.000 0.000 14.96 4.29 14.96 14.96 4.29 14.96 #4 Title : Dsgnr: Description : Scope: Allowable 105.513 k -ft 33.000 ksi ' 78.450 k 20.000 ksi: -0.821 . 0.000 0.000 ' 0.000 14.96 14.96 #5 Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Max. Deflection -0.821 in Length/DL Defl 1,121.1 : 1 Lengthl(DL +LL Defl) 321.5: 1 0.000 0.000 0.000 0.000 #6 Job # Date: 10:50AM, 17 OCT 96 11)'tS #7 k/ft k/ft k/ft If ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Beam OK KW- 060346, Ver 5.0.5,15- Mar -1998, Win32 - ,,z: = • :e PROPERTY • DESIGN RO - D EPTH ". - : . . .- . . .9140 934• 1134' 111i• 14' 16' 18' ' . M0MENT(R bs:) ~ 24,830 26,115 35,940 39,805 54,325 69,905 87,325 SHEAR (Rx.) :' 12,520 12,855 15,225 16,070 18,945 21,655 24,360 MOMENT OF INERTIA (in • 460 500 830 975 1,600 2,390 3,400 WEIGHT (ibs.11;n. ft..) 20.2 20.8 24.6 26.0 30.6 35.0 39 4 - . 7c:::::::.77.:..1 .._ - ._._ -_ - - - - - - DEPTH - - .. - . . 93/4'• 933 1134' • 1% 14'. 16' 18'. ...• 14' • MOMENT (ft. bs) ;.: 12,415 13,055 17,970 19,900 27,160 34,955 43,665 . SHEAR (bs.) . , . ' . ' 6,260 6,430 7,615 8,035 9,475 10,825 12,180 MOMENT OF INERTIA (in') 230 250 415 490 800 1,195 1,700 WEIGHT (Ibs.flvi. ft.) 10.1 10.4 123 13.0 153 173 19.7 _= _i.= r = -- -= - DEPTH. -' - -- ' a ---= peRGN PROPERTY, = "- :_,.,:, . : -.,. - 934• 9%' 11%' 114' ...• 14' "= _J AO M ENT .(ft_b " 1 s _ tiv :ice : W -= - '24 z:,.1,12 6,210 6,530 8,985 9,950 13,58 �f• SHEAR bs:: ;''':' 3,130 3,215 3,805 4,020 4,735 MOMENT OF INERTIA (in! 115 125 210 245 400 WBCsHT (biJrii ft.) :: . .5.1 5.2 6.2 63 73 � DESIGN PROPERTY ;,` '''..t.:;" ::- -•---=- = --,: • . % : ' ' - '., s '-'1'.'' . • 934'; ' ... : NPRO Z .: . 1134' 11 %• 14 4' 16' ':18' *". � `. ;., MOMENT ? _ ' _ 9,535 .• MOMENT (ft. bs.) 2 L. 10,025 13,800 15,280 20,855 26,840 33,53 .:, . SHEAR (tae) : • , .r _ 4,805 4,935 5,845 6,170 7,275 8,315 9,35 MOMENT OF INERTIA (in') 175 190 320 375 615 915 1,30: WEIGHT (bs.l.•s fG) - ' 7.8 8.0 93 10.0 11.8 13.4 15.1 - - - .:. _ .. v; ,.4 .. . .. _ DEPTH ;_.:M.a: %i r._. ... : NPRO Z .: . 93i ' 934 ' . 11 34' 11 �14_� .16'l I i ir..!, .• MOMENT (ft. bs.) 2 L. 18,625 19,585 26,955 29,855 40,740 52,430 65,45 SHEAR (bs_) - - -'. -- 9 ,390 9,645 11,420 12,055 14,210 16,240 18,27 MOMENT OF INERTIA (in 345 375 625 735 1200 1,790 2,55 WEIGHT (Ibs.lhn. ft) 15.2 15.6 183 193 23.0 263 29.5 • sy 2.0E PARALLAM PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modulus of elasticity G - 125,000 psi Modulus of elasticity E - 2.0 x 10 psi Flexural stress F, - 2900 psifsl Compression perpendicular to grain parallel tz wide face of strands F,' 650 psif2}91 Compression parallel to grain Fa - 2900 psi Horizontal shear perpendicular to wide face of strands F. - 290 psi (1) For 12 -inch depth. For others, multiply by Pd nost1 .(2) F not be increased for duration of load. (3) 750 psi for all Eastern Species Parallame PSL and 13/4' thick Western Species Parallam PSL ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION) 1 2.0E Parallam€ PSL '31/2" 2.0E PARALLAM PSL 7" 2.0E PARALLAM PSL 2 2.0E PARALLAM PSL • 5 2.0E PARALLAM PSI GENERAL ASSUMPTIONS FOR NON-TREATED PARALLAM` PSL • Lateral suppert is required at all bearing points and along compression edge a' intervals of 24' on- center or closer. • Parallame PSL beams are made without camber, therefore, in addition to corn plying with the deflection limns of the applicable building code, other consid ations, such as long term deflection under sustained loads (including creep), ponding (positive drainage is essential) and aesthetics, must be evaluated. • Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable building code. • Reductions applied in accordance with: 1994 UBC 1606, 1996 NBC 1606 an. 1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 195 SBC 1604 fc r roof live load in non -snow (125 %) conditions. • 31/2' memt•en nay be two pieces of 13/4' or a single 31' width beam. 51/4' memcers may be three pieces 13'4', one piece We with one piece 31' or a single 5'/4' sidth beam, 7' members may be two pieces 134' around one piece 31' , two pieces 31 or a single 7' width beam. See pages 16 end 17 for multiple member beam connectio,u. 1 ®t�� HUTLER 11111 III CONSULTING Ili Mil ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB S ' ' -!s 13 i ND,E � r SHEET NO. 4-1 OF Q Q CALCULATED BY " DATE %6 ?'/ -I V CHECKED BY DATE SCALE 411•11 .. . . A 6/ gork Ro34.7"/ 0 las Laokt.7-- I . ' . . , . . , i .g.-p_c7r • . i , . . , . , I . lia412.1i .1 . i . • . . . i . • ; , ...._ . I • ,-- SO ,, . . , . t , . I i I . . : 1 i : , t 1 • ot... • . i I ••• i 6 1 ; /./ 5. , . t , i . . . i J% . 04' i•Li , , . , . • • '.P"' / j_p__)(, Oze ) - ,S614' . • • , I I . C. I 64•C43 '''' 7,6' a 1)i-c-g' Oar ow SRaMS ; i . • . . . 1 i . . . . . . . ; . • . , i • . . . . . . , . , I • . 1 : . 1 $ . • . , . . $ cl, , : . • , • . . . . , . . . $ ..." . ■ . , _ ..___ __7 kf._7> , , 5 il . .... 5- .- -IF bi_.....--• 35 . ! . . • • ■ ......■. . .. . • • : . t • • . • . I : i ■ . . . : • : I . • , ■ . . . . . ..._ . ■ , 1 . . : , . . . , 1 , . . . . .... .... ..... ■... : . . • . • , i : • . . e . . • • i 4 • ....... . . ..... , ... . . .. . . —. ... . . . . ........................ •.■. • a • . . . . • ■ . , . . . . t .... .. ......... ,.. ... . -....., .... ....... ............ ...“ .. ............... * .• : . i , . . . . 1 t . . • ; • ; r I . I . I • i 1, • I : I . . • • ' I . i : • ; 1 ! / . . , • i .• . o I • i ■ ! I o : ; 1 ■ • I 1 I . . • ■ / i 1 1 : : . / t • • I i I 4 I • . . • , . . .. .. • . .. ..,..... ,. . • • ... . . . . .. ... .. • ...........,■ .............. ..... ..... , ,. . .. . - . ............ . ... o ......• .. ......■.• .... ... .. . .... a . .. .. . .— .• . . .. .. . . . . . • . . . . . . I . . I . . . , .. .. .. r .. .. . .. • ... . ■ . . 1HUTLER CONSULTING ENGINEERS, 111111 ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB 5 ec 7 13 /00er SHEET NO CALCULATED BY CHECKED BY DATE SCALE OF DATE /D 14/5 ® 'HUTLER 'N .CONSULTING NEW Mil ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 ___. C..` 1.__...__ 4/2.4e." ! , ' /a/ i i i ---C r -- - l t i I s 1 ._:_l lG_ 6 ' • C -" V7 7 _- /I 2_4 __—G -8 __/ij 5 —s '.1) .X.:._ —471 7.3 L4 C G 7 3 G' ��f , - 7 ._., 4_� e.9 3 /rU 34,5 OC 07./7 L.C. mat., = /, / n : 7.9 x . ... Coc C -S ? c - c� n O c- : s , .n'` K� ,av•(A - + 12 7. pL• = a 43 r — _.(, JOB e.e 2 , #40 . SHEET NO ao - 1 CALCULATED BY 5 CHECKED BY SCALE e : 3Yi'' . OF 14 - /9 -g8 DATE DATE 47.34 v.s 1 VA-46.1J c. y APC a 0 w `r. .747O6 C,- f -= j $ »Jic. rl ... ....... / 1 /6i.= s'r/I e MIL HUTLER Milli II CONSULTING NIP ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 __X144.4.4L 0,6- 27•171: 4.6Z T /s) &G.a)- ,q U "ML4i) Go,105 - c- :- 11- -= ,_ - 7: - y , 61C• J- /4 , a;11 3 JOB Sc 8 ' v y SHEET NO C � G•Z CALCULATED BY �5 CHECKED BY SCALE 9 T---'/Gte I f o` s fi L OF Q �! DATE /0 "// DATE ANN ail MP MIS Description Column C -1 Steel Section Column Height 11.000 ft End Fbcity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load X -X Axis Moments Al TOP Between Ends At BOTTOM Summary TS6X6X1/4 Section : TS6X6X1 /4, Height = 11.00ft, Axial Loads: DL = Unbraced Lengths: X -X = 11.00ft, Y-Y = 11.00ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 XX Axis : Fa calc'd per 1.5 -1, K'Ur < Cc YY Axis : Fa calc'd per 1.5 -1, K •Ur < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb :xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1) fb : yy Actual (c) 1983-98 ENERCALC SHIC .ER CONSULTING ENGR 12503 Bel -Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075 " Fax 450 -4076 6.60 k 40.80 k k DL 1.93 0.1298 F'ex : DL +LL 46,455 psi F'ey : DL +LL 46,455 psi F'ex : DL +LL +ST 46,455 psi F'ey : DL +LL +ST 46,455 psi Max X -X Axis Deflection -0.211 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 21.76 ksi 1.18 ksi ksi 30.36 ksi 2.29 ksi ksi 30.36 ksi 0.00 ksi LL 11.90 6.60, Lt. Live 0.6669 0.7301 Title : Osgnr: Description : Scope : 46.00 ksi 1.000 29,000.00 ksi 11.000 ft 11.000 ft Live 21.76 ksi '7.30 ksi ksi 30.36 ksi 14.14 ksi ksi 30.36 ksi :0.00 ksi AIY: 510001 Steel Column r L General Information Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments • DL + LL 0.7869 0.8485 X -X Sidesway : Y -Y Sidesway : Kxx Kyy [Loads • I ST k -ft . k -ft k -ft DL + LL 21.76 ksi 8.48 ksi ksi 30.36 ksi 16.43 ksi ksi 30.36 ksi 0.00 ksi Job N Date: 11:08AM, 19 OCT 98 in in [Applied Moments I Column Design OK 40.80, ST = 0.00k, Ecc. = 0.000in DL + ST + (LL if Chosen] 0.7869 . 0.8485 [Stresses DL + Short Restrained Restrained 1.000 1.000 Height 0.000 ft 21.76 ksi 8.48 ksi 30.36 ksi 16.43 ksi 30.36 ksi 0.00 ksi [Analysis Values Cm:x DL +LL 0.60 Cb:x DL +LL Cm:y DL +LL' 0.60 Cb:y DL +LL Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 6.380 ft Max Y -Y Axis Deflection 0.000 in at 1.75 1.75 1.75 1.75 0.000 ft KW- 060346, Ver 5.0.5,15- Mar -1998, Win32 MN a MIlk =II ME RIME 8v: 510001 hi Description Column C -3 [General Information Steel Section TS5X5X1 /4 Column Height . 10.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined L Loads Axial Load... Dead Load 3.85 k Live Load 27.17 k Short Term Load k Summary I Section : TS5X5X1 /4, Height = 10.50ft, Axial Loads: DL = 3.85, LL = 27.17, ST = 0.00k, Ecc. = 3.500in Unbraced Lengths: X -X = 10.50ft, Y -Y = 10.5011 Combined Stress Ratios Dead Live DL + LL RISC Formula H1 - 1 0.6251 0.7252 AISC Formula H1 - 2 0.6778 0.7739 AISC Formula H1 - 3 0.1067 XX Axis : Fa calc'd per 1.5 -1, K•LJr < Cc YY Axis : Fa calc'd per 1.5 -1, K'L/ < Cc SHILER CONSULTING ENGR Title : 12503 Bel -Red Road Dsgnr: Suite 100 Description : Bellevue, Washington 98055 scope : (425) 450 -4075 • Fax 450 -4076 Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Stresses Allowable 3 Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual F'ex : DL +LL 34,633 psi Fey : DL +LL 34,633 psi F'ex : DL +LL +ST 34,633 psi F'ey : DL +LL +ST 34,633 psi Max X -X Axis Deflection -0.226 in at (c) 1983-98 ENERCALC Dead 20.43 ksi 0.84 ksi ksi 30.36 ksi 1.99 ksi ksi 30.36 ksi 0.00 ksi Steel Column 46.00 ksi 1.000 29,000.00 ksi 10.500 ft 10.500 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Live 20.43 ksi 5.92 ksi ksi 30.36 ksi 14.07 ksi ksi 30.36 ksi 0.00 ksi X -X Sidesway : Restrained Y -Y Sidesway : Restrained DL + LL 20.43 ksi 6.76 ksi Kxx 1.000 Kyy 1.000 ksi 30.36 ksi 16.06 ksi ksi 30.36 ksi 0.00 ksi 3.500 in in DL + ST + (LL if Chosen1 0.7252 0.7739 DL + Short 20.43 ksi 6.76 ksi Analysis Values Cm:x DL +LL 0.60 Cb:x DL?LL Cm:y DL +LL 0.60 Cb:y DL +LL Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 6.090 ft Max Y -Y Axis Deflection 0.000 in at Job H Date: 11:17AM, 19 OCT 98 Column Design OK 30.36 ksi 16.06 ksi 30.36 ksi 0.00 ksi 1.75 1.75 1.75 1.75 0.000 ft r KW-060346, Ver 5.0.5,15- Mar -1998, Win32 v' a te■ IOW WI •tv: 3 I 030 t Steel Column Description [General Information Steel Section Column Height 10.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined LLoads Axial Load... Dead Load Live Load Short Term Load X -X Axis Moments At TOP Between Ends At BOTTOM Summary Column C-5 & C-6 [Applied Moments AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Fb:xx : Allow [F3.11 fb : xx Actual Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:yy : Allow [F3.1) fb : yy Actual (c) 1983-98 ENERCALC SH11. .ER CONSULTING ENGR 12503 Bel-Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075 • Fax 450-4076 TS5X5X1 /4 6.06 k 41.13 k k DL 0.10 Section : TS5X5X1 /4, Height = 10.50ft, Axial Loads: DL = 6.06, LL = 41.13, ST = 0.00k, Untxaced Lengths: X -X = 10.50ft, Y -Y = 10.50ft Combined Stress Ratios XX Axis : Fa calc'd per 1.5 -1, K'Ur < Cc YY Axis : Fa calc'd per 1.5 -1, K•Ur < Cc Dead 0.0705 [Stresses F'ex : DL +LL 34,633 psi F'ey : DL +LL 34,633 psi F'ex : DL +LL +ST 34,633 psi F'ey : DL +LL +ST 34,633 psi Max X - X Axis Defection, - 0.019 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 20.43 ksi 1.32 ksi ksi 30.36 ksi 0.18 ksi ksi 30.36 ksi 0.00 ksi LL Title : Dsgnr. Description : Scope: 46.00 ksi 1.000 29,000.00 ksi 10.500 It 10.500 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.68 Live 0.4709 0.3644 Live 20.43 ksi 8.96 ksi ksi 30.36 ksi 1.21 ksi ksi 30.36 ksi 0.00 ksi ST k -ft k -ft k -ft DL + LL 0.5423 0.4181 X -X Sidesway : Restrained Y -Y Sidesway : Restrained Kxx 1.000 Kyy 1.000 in in Column Design OK Ecc. = 0.000in DL + LL 20.43 ksi 10.28 ksi ksi 30.36 ksi 1.38 ksi ksi 30.36 ksi 0.00 ksi DL + ST + (LL if Chosen 0.5423 0.4181 DL + Short [Anal Values Cm:x DL +LL 0.60 Cb:x DL +LL Cm:y DL +LL 0.60 Cb:y DL +LL Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 6.090 ft Max Y -Y Axis Deflection 0.000 in at Job N Date: 11:24AM, 19 OCT 98 Height _ 0.000 ft 20.43 ksi 10.28 ksi 30.36 ksi 1.38 ksi 30.36 ksi 0.00 ksi 1.75 1.75 1.75 1.75 0.000 ft KW- 060346, Ver 5.0.5,15- Mar -1998, Win32 INN AEI _III NIP II= ME Description Column C -5 & C -6, Unbalanced loads L General Information Steel Section Column Height 10.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load X - Axis Moments At TOP Between Ends At BOTTOM Summary Unbraced Lengths: X -X = 10.5011, Y -Y = 10.5011 Combined Stress Ratios Dead AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0705 XX Axis : Fa calc'd per 1.5 -1, K •Ur < Cc YY Axis : Fa calc'd per 1.5 -1, K'Ur < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual [Analysis Values (c) 1983 ENERCALC SW( :.R CONSULTING ENGR Title : 12503 Bel -Red Road Dsgnr: Description : Suite 100 Bellevue, Washington 98055 scope : (425) 450 -4075 " Fax 450 -4076 TS5X5X1 /4 6.06 k 21.92 k k DL 0.10 Fex : DL +LL 34,633 psi F'ey : DL +LL 34,633 psi F'ex : DL +LL +ST 34,633 psi F'ey : DL +LL +ST 34,633 psi Max X -X Axis Deflection -0.139 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 20.43 ksi 1.32 ksi ksi 30.36 ksi 0.18 ksi ksi 30.36 ksi 0.00 ksi LL 5.48 46.00 ksi 1.000 29,000.00 ksi 10.500 ft 10.500 ft [Loads I Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments [Applied Moments I Section : TS5X5X1 /4, Height = 10.5011, Axial Loads: DL = 6.06, LL = 21.92, ST = 0.00k, Ecc. = 0.000in Live 0.4568 0.4934 [Stresses I Live 20.43 ksi 4.78 ksi ksi 30.36 ksi 9.73 ksi ksi 30.36 ksi 0.00 ksi ST k -ft k -ft k -ft DL + LL 0.5360 0.5471 X -X Sidesway : Restrained Y -Y Sidesway : Restrained DL + LL 20.43 ksi 6.10 ksi Ku 1.000 Kyy 1.000 ksi 30.36 ksi 9.91 ksi ksi 30.36 ksi 0.00 ksi Job N Date: 11:25AM, 19 OCT 96 in in G Height 0.000 ft Column Design OK DL + ST + (LL if Chosen 0.5360, 0.5471 DL + Short 20.43 ksi 6.10 ksi 30.36 ksi 9.91 ksi 30.36 ksi 0.00 ksi Cm:x DL +LL 0.60 Cb:x DL +LL 1.75 Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.75 Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75 6.090 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft I KW- 060346, Vet 5.0.5, 15-Mar-1998, Win32 AM MEI _ _ Description Steel Section Column Height , 11.000 ft End Fbdty Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load X-X Axis Moments At TOP Between Ends At BOTTOM Summary r XX Axis : Fa calc'd per 1.5 -1, K•Ur < Cc YY Axis : Fa calc'd per 1.5 -1, Kilt' < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual (c) 1983-98 ENERCALC SHLLdR CONSULTING ENGR 12503 Bel-Red Road Suite 100 Bellevue, Washington 98055 (425) 450 -4075 * Fax 450.4076 wo.:s10001 Steel Column Column C -2 TS6X6X3/8 Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Title : Dsgnr: Description : Scope: [General Information 46.00 ksi 1.000 29,000.00 ksi 11.000 It 11.000 ft [Loads 1 16.90 k 84.10 k k DL 0.81 Unbraced Lengths: X -X = 11.00ft, Y -Y = 11.00ft Combined Stress Ratios Dead AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.1202 F'ex: DL +LL 44,125 psi F'ey : DL +LL 44,125 psi F'ex : DL +LL +ST 44,125 psi F'ey : DL +LL +ST 44,125 psi Max X -X Axis Deflection -0.054 In at Dead 21.55 ksi 2.09 ksi ksi 30.36 ksi 0.70 ksi ksi 30.36 ksi 0.00 ksi Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments LL 4.04 Section : TS6X6X3/8, Height = 11.00ft, Axial Loads: DL = 16.90, LL = 64.10, , ST = 0.00k, Live 0.5735 0.4923 Live 21.55 ksi 10.41 ksi ksi 30.36 ksi 3.50 ksi ksi 30.36 ksi 0.00 ksi ST k-ft k -ft k -ft DL + LL 0.6958 0.5911 Job ti Date: 11:39AM, 19 OCT 98 X -X Sidesway : Restrained Y -Y Sidesway : Restrained Kxx 1.000 Kyy 1.000 DL + LL 21.55 ksi 12.50 ksi ksi 30.36 ksi 4.20 ksi ksi 30.36 ksi 0.00 ksi in In G -1 [Applied Moments Height 0.000 ft Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen 0.6958 0.5911 Stresses DL + Short 21.55 ksi 12.50 ksi 30.36 ksi 4.20 ksi 30.36 ksi 0.00 ksi [Analysis Values Cm:x DL +LL 0.60 Cb:x DL +LL 1.75 Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 Cm:x DL +LL +ST 0,60 Cb :x DL +LL +ST 1.75 Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75 6.380 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft KW- 060346, Ver 5.0.5,15- Mar -1998, Win32 t` :6:000: Steel Column 1 Description Column C -2, Unbalanced Toads {_General Information Steel Section Column Height 11.000 ft End Fbdty Pin -Pin Live & Short Term Loads Combined {_Loads 1 Axial Load... Dead Load Live Load Short Term Load [Applied Moments X -X Axis Moments At TOP Between Ends At BOTTOM Summary (c) 1983.98 ENERCALC Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual SHL( =R CONSULTING ENGR Title ' 12503 Bel -Red Road Description Suite 100 Bellevue, Washington 98055 s cope: (425) 450-4075 " Fax 450-4076 TS6X6X3 /8 16.90 k 56.90 k k DL 0.81 XX Axis : Fa calc'd per 1.5 -1, WLJr < Cc YY Axis : Fa calc'd per 1.5 -1, K'Ur < Cc F'ex : DL +LL 44,125 psi F'ey : DL +LL 44,125 psi F'ex : DL +LL +ST 44,125 psi F'ey : DL +LL +ST 44,125 psi t lax X -X Axis Deflection -0.144 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 21.55 ksi 2.09 ksi ksi 30.36 ksi 0.70 ksi ksi 30.36 ksi 0.00 ksi Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments LL 12.10 46.00 ksi 1.000 29,000.00 ksi 11.000 ft 11.000 ft Live 21.55 ksi 7.04 ksi ksi 30.36 ksi 10.47 ksi ksi 30.36 ksi 0.00 ksi X -X Sidesway : Y -Y Sidesway : Kxx Kyy ST k -ft k -ft k -ft Section : TS6X6X3/8, Height = 11.00R, Axial Loads: DL = 16.90, LL = 56.90, ST = 0.00k, Ecc. = 0.000in Unbrabed Lengths: X -X = 11.00R, Y -Y = 11.00R Combined Stress Ratios Dead Live DL + LL AISC Formula H1 -1 0.5730 0.7023 AISC Formula H1 - 2 0.6000 0.6989 AISC Formula H1 - 3 0.1202 DL + LL 21.55 ksi 9.13 ksi ksi 30.36 ksi 11.17 ksi ksi 30.36 ksi 0.00 ksi Job N Date: 11:38AM, 19 OCT 98 in in Restrained Restrained 1.000 1.000 Height 0.000 ft Column Design OK DL + ST + (LL if Chosen1 0.7023 0.6989 DL + Short 21.55 ksi 9.13 ksi _Stresses 30.36 ksi 11.17 ksi 30.36 ksi 0.00 ksi Go {_Analysis Values Cm:x DL +LL 0.60 Cb:x DL +LL Cm:y DL +LL 0.60 Cb:y DL +LL Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 6.380 ft Max Y -Y Axis Deflection 0.000 in at 1.75 1.75 1.75 1.75 0.000 ft KW- 060346, Ver 5.0.5, 15-Mar-1998, Win32 r r' � UTLER � _ CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SO1( 5 U/1 /Ogr SHEET NO rvd' CALCULATED BY .3 ' S ' CHECKED BY SCALE OF DATE /o •ICi ' 3 6 DATE I� 3e I. ) 361,/ 1 2 /46i L 'A�r TY (b tJ 6 776 47oc - 4 • L, ' 1 •43/ i • i • ' ' ,2 %' I 1 %6 1. 2/ ! il'— o%dl' s -'G i I i ', ; I .54.1 ! ' ! r i ; 1 , -- — C =J i 4; ;, i/ g4 02)fl i i 0 • • ! I t j I j / i Kn, ) 9+'i I, '! ! t I i e* K 1 1 , "rL 94 -SS ' I i • w i ( ! - -- j i ! r; I � • • s • 3 �,o. ;� MIND „� 14` - I 1 I I 1 L , -A. 1 I I I l I i I G j i ' ! i I Gr O Z �. �� • ' i M l{ III`!l lI li 1 I► i I ' 1 1 1 ' I 1 1 I f , i r r' � UTLER � _ CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SO1( 5 U/1 /Ogr SHEET NO rvd' CALCULATED BY .3 ' S ' CHECKED BY SCALE OF DATE /o •ICi ' 3 6 DATE I� 3e I. ) 361,/ 1 2 /46i L 'A�r TY (b tJ 6 776 47oc - 4 • F- 3.00 F- 3.50 F- 4.00. 4.50 F- 5.00 F- 5.50 F- 6.00 F- 6.50 F- 7.00 F- 7.50 F- 8.00 SQUARE SPREAD FOOTING DESIGN Footing Thick- Required Size ness Area of steel FOOTING. SCHEDULE SUTLER CONSULTING ENSINEE 3 ?c5 Seattle Eir. ary Structural Engineers 5`eet no. p 0 - 1 - 1 14450 N.E. 29th Place, Suits : '.aiculated ty :TS. by Bellevue, Washington 98007 Checked b (206) 885-4473 Date 10/17/98 Allowable soil bearing = 2590.00 psf Yield stress of reinforcing steel - 60.00 ksi Compressive stress of concrete = 2.50 ksi Combined ultimate factor (D.L. 4 L.L.) _ 1.65 Cover to bottom of bottom bar = 3.00 sts Allowable load is allowable applied load. *Is (Allow. Load = Ftg area s allow. soil bearing - ftg weight.) 10.00 . 0.65 ir. "2 3 t 5 • 2 t 6 10.00 . 0.76 in "2 3 1 5 2 t 6 11.00 0.95 in "2 4. 1 5 3 I 6 12.00 1.17 in "2 4 t 5 3 t 6 13.00 1.40 in'1 5 t 5 . c 6 14.00 1.66 in "2 6 t 5 4 1 6 15.00 1.94 in "2 • 5 t 6 4 t' 7 17.00 2.39 in "2 6 t 6 4 t 7 18.00 2.72 in "2 7 t 6 5 1 7 19.00 3.O8 in "2 7 P 6 6 t 7 20,00 3.46 in "2 8 1 6 6 1 7 Allow Load 21.38 k 29.09 k 37.80 k' 47.59.k 58.44 k 70.33 k 83.25 k. 96.65 ,k 111.48 k 127.27 k 144.00 k t SHJTLEU. CONSULTING EN Ir E:. • Structural•Eccineers 14450 N.E. 29th Place, Suite 116 Bellevue, Washington 5S007 (206) 885 -4473 Footing Size F- F- 3.50 F- 4.00 F- 4.50 F- 5,00 'F- 5,50 T. LC( F- 6.50 F- 7.00 F- 7.50 F- 8.00 Footing Size F-3.00 F- 3.50 F- 4.00 F- 4.50 F- 5.00 F- 5.50 F- 6.00 F- 6,50 F- 7.00 F- 7.50 F- 6.00 FOOTING SHEAR 3&i Seattle Bindery Sheet no. pL?M- 2 Calculated by J'S Checked by Date 10 /17/96 Thick- d Eeam Shear Punching Shear ; Bo ness (in.) Vu Phi Vc Vu Phi Vc (in.) 10.00 5.50 8.25 16,83 31.10 54.23 58.00 10.00 5.50 13.23 19.64 44.51 54.23. 58.00 11.00 6,50 17.88 26.52 59,12 66.51 62.00 12.00 7.50 23.20 34,43 75.73 84.15 66.00 13.00 8.50 29.22 43.35 94.35 101.15 70.00 14.00 9.50 35.92 53.30 114.98 119.51 74.0C 15,00 10.50 43.31 64.26 137.61 133.3E 76.0. 17,00 12.50 49.16 82.86 161.04 182.75 86.00 18.00 13.50 57.75 96.39 187.62 206.15 90.00 19.00 14.50 67.03 110.93 216.21 231.71 94.00 20:00 15.50 77.00 126,48 246.81 256.23 98.00 FOOTING STEEL Thick- d ; Design Steel Minimum Steel '• As ness (in.) Mu As • (Temp steel) Provided 10.00 5.50 2.61 0.32 0.65 in:. "2 0.65. 10.00 5.50 3.90 0.57 0.76 ir•, "2 0.76 11.00 6.50 5.45 0.77 0.95 in. ": 0.95 12.00 7.50 7.25 1.00 1.17 in. "2 1.17 13.00 8.50 ; 9.31 1.26 1.40 ir.. "2 1.40 14.00 9,50 11.63 1.55 1.66 in. 1.66 15,00 10,50 14.21 1.67 1.94 in."2 1.94 17.00 12.50 17.05 2.03 2.39 in. "2 2,39 16.00 13.50 20,14 2,39 2 72 in.'2 2.72 19.00 14.50 23.49 2.78 3.08 in, "2 3.08 20.09 15,50 27.10 3,21 3.46 in. "_ 3,46 ® � ' HUTLER _ � CONSULTING 1111111 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB 6C( r'L 8 /,./v/LY SHEET NO. f 0 /'/ - J OF CALCULATED BY �5 DATE / O-l3.9f, CHECKED BY DATE SCALE .t ' .Lo i+ ' F�- LIA/4' ���w --/Y?iiAl` i ' _- ; ,11, ,4 jw ' • ; .1 ' I I 4i., '11,-ie-,6' 1 r r . i x/7, /7 ` ` . . , , ` _44-' ' V_LO f ; ; • i f. oq C ____LG_7.7 • C _q • )iii 15 K w i f3.0 .7 Z ;C. �- . 13 `)! a4 Lc) rt c.c.- F7 ,- j`7 P Cpa1 ifs ' t �o - - - ,A .G.= - C ad = • F a -/ 7 � i ! / • - � i 2S * / ; -- --- -f 00_4 F_Th G C = 0 3. 9%)(/ . U_G_? OSC /,( -- ! t% W BOG- f r ' x /G6 ` / -- - - -. - - — _— _ -__� 7. /s • ILA 1"/ _/G t . i ' CT le. a W 4u- Foor'Iat; e ! i eDG F V(, - (Sy. 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S .47LC &Jo /.r OF DATE /4 DATE a - ( JTLER ®E CONSULTING 1111V ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (42S) 450.4076 /3) r4f '- 191./ y4 -IS &s € a JOB Srl?TA giHOgY SHEET NO I- 'v CALCULATED BY CHECKED BY , w SCALE OF DATE /v • /!� . 6 DATE 1 ®1111 ,HUTLER _N CONSULTING Mr MI ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 —64.2rs11g Go 0 1� ,_ s / Icx 0/ })PI4IZ04r1 ` � � SG -ate' k f �ir "r, !�r; ) • I ! , .40 r � 4 ;0 - 6640 • F obor IA.) / '&v D11 A/o, " r / ..<0e A/ 1.0l,.lD Lo ►j V =7/ G .2 p (), a S7( - e Y ); / sa i _._. JOB S G � G r ) L /06 SHEET NO. L CALCULATED BY S. DATE /G -IU 56 CHECKED BY SCALE OF DATE .T . J �_»>! 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Iwo - - S =o " X -• 10 •' Y / %a " p r Gi - --• - T -,2c -,1 s z-.... in ; kJ N)4 0;r5)(ivi).74, 6164s)O4 0 -6.41)C4 »)r... r. y -.5 f 9 7,15'1 PG.. s,5 5 : 38.0 x.t35 = JHUTLER _U CONSULTING Ili MIN _ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB �t7( • t 'AG a n y SHEET NO, G • er CALCULATED BY ..77s • CHECKED BY OF DATE /0 " b DATE SCALE Fvo.rl�6 Fob (t s �1���_N � �T�v r _.. _____ ...� _.. . ___ -) -- - — .... '2 '1+Ce r r y y 1 70 - . ' i "4° ��f 339 3 , , r - I i • . - • • 41111111� _1� SHUTLER CONSULTING 11111P Mill ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB S< [.t SHEET NO. ' OF CALCULATED BY `J 5 DATE / o'd o- 915 CHECKED BY DATE SCALE Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P i l i n g S t e e l S o i I s W o o d March 24, 1999 File: 98 -292 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Glacier /Cascade -T.I., Seattle Bindery Address: 6540 S. Glacier Permit No.: D98 0370 1. Reinforced concrete 2. Structural steel erection to include on site welding 3. Expansion anchor installation Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President cc: Opus Northwest LLC -Wayne Eddy Opus Northwest LLC -faxed to jobsite Tel: 881 -5812 Fax 881 -5441 • P. 0. Box 2523, Redmond, WA 98073 CONSTRUCTION INSPECTION AND 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. To the best of our knowledge 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. A.A.R. TESTING LABORATORY, INC. MAR E' OC 2 J j,�.SJ Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P i l i n g S t e e l S o i l s W o o d March 24, 1999 File: 98 -292 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Glacier /Cascade -T.I., Seattle Bindery Address: 6540 S. Glacier Permit No.: D98 0370 1. Reinforced concrete 2. Structural steel erection to include on site welding 3. Expansion anchor installation To the best of our knowledge 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. Sincerely, A.A.R. TESTING LABORATORY, INC. a tplics‘-z.,) Kimberle Anderson President cc: Opus Northwest LLC -Wayne Eddy Opus Northwest LLC -faxed to jobsite Tel: 881 - 5812 Fax 881 - 5441 • P. O. Box 2523, Redmond, WA 98073 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY . n,. I RI • 2 6 1999 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. SHUTLER CONSULTING ENGINEERS, INC. 20/VO'd 1-28-99 Mr. Joseph Orr Opus Northwest L.L.C. 915 — 118 Avenue SE Suite 300 • Bellevue, Washington 98005 Re: Seattle Bindery Tenant Improvement Glacier Building Glacier Cascade Business Center Tukwila, Washington Dear Joe, Sincerely, Joseph J. Shut ler, P.E. JS:js 00do0Scaliind3.doc 940 . , • ;" .. • 12503 Bel-Red Road, Suite 100, Bellevue, WA 98005 • (125) 450-4075 • FAX (125) 450-4076 Pursuant to our phone conversation this afternoon, it is my understanding that the LTTI31 tie straps to the tilt-up walls, detailed in section D-1.0, were attached to the wall with 5/8” diameter expansion bolts. This is the required bolt size for the hole in the strap per the manufacturers' catalog. This is acceptable structurally. Please review this and contact me if you have any questions regarding this matter. EXPIRES 09/12/?agoi or - FE8 0 1 1999 Pilatirr !IN a DrixlinsNoo IR1irIHs 1410 2:80 66-6Z-Nkir 20,S0'cl 1 -26 -99 Mr. Joseph Orr Opus Northwest L.L.C. 915 - 118 Avenue SE Suite 300 Bellevue, Washington 98005 Re: Seattle Bindery Tenant Improvement Glacier Building Glacier Cascade Business Center Tukwila, Washington Dear Joe, Sincerely, � I t o ph J. Shutler, P.E. JS :js c: jji'Aoc\SaDind2.dm 3 SHUTLER CONSULTING ow PA ENGINEERS, INC. 12503 13e1 -Rod Road, Suite 100, Bellevue, WA 98005' (425) 450-4075 FAX (425) 450-4076 90- D37 Pursuant to our phone conversation this afternoon, it is my understanding that the subcontractor has used 15/32 OSB in lieu of the 1/2" CDX plywood specified on the construction documents, This is an acceptable substitution provided that the sheathing used is stamped as APA Performance Rated Panels. Please review this and contact me if you have any questions regarding this matter. 940 nNS nNilinsNob aalinlHS Wki T :p0 66- 6z -Nkol' November 18, 1998 Anthony Sconzo 919 124th Avenue NE, #101 Bellevue, WA 98005 Dear Mr. Sconzo: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0370 Seattle Bindery 6540 South Glacier St 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 Public Works Department. At this time the Building Division, Fire Department and Planning Division 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. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. 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- 3671. Sincerely, Brenda Holt Permit Technician Enclosures File: D98 -0370 C City of Tukwila CI John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 DATE: C' PROJECT: Seattle Bindery PERMIT NO: D98 -0370 City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS November 16, 1998 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. John W. Rants, Mayor Ross A. Eamst, P. E., Director 1. The developer shall install a Washington State Health Department approved Detector Double Check Valve assembly on the fire water supression line to serve the new tenant improvement. Seattle Bindery is the first TI application and the Glacier Bldg permit didn't include the Detector Double Check Valve. Please contact Mr Nick Olivas , Tukwila Fire Dept Chief @ (206)433 -1859 for any other requirements and coordination. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone. (206) 4330179 • Fax (206) 431-3665 DEPARTMENTS: Bti g Division ubiic Works b)VV &C (7fr ( )4411,ibd REVIEWERS INITIALS: \PR- ROUTE.DOC 6/98 fit &ord. PLAN REVIEW /ROUTI Fi re'P on vII tructural `1/ V ❑ 7G‘, SLIP ACTIVITY NUMBER: D98 -0370 PROJECT NAME: SEATTLE BINDERY XX Original Plan Submittal Response to Correction Letter # DATE: 10 - 30 - 98 Response to Incomplete Letter Revision # After Permit Is Issued planning Division )KI__ Orr 1 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 11 - - 98 Complete ❑ Incomplete n Comments: Not Applicable ❑ TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 12 - - 98 REVIEWERS INITIALS: DATE: Approved ❑ Approved with Conditions E Not Approved (attach comments fi ►� DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: t . • ( City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D98 -0370 Re: T.I. at Seattle Bindery - 6540 South Glacier Street 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, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax: (206) .57$44.79 City of Tukwila Fire Department Page number 2• Thomas P. Keefe, Fire Chief 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) Maintain fire extinguisher coverage throughout. 2. No point in an unsprinklered building may be more than 150 feet from an exit, measured along the path of travel. (UBC 1003.4) 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) 3. 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) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. 4. 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) When two or more exits from a story are required and when two or more exits from a room or an area are John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone.. (206) 575 • Fax (206) 575.4439 • City of Tukwila Fire Department Page number 3 required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 1013.3) Thomas P. Keefe, Fire Chief Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) 5. 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) 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) 6. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. 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) 7. Maintain hose station coverage per City Ordinance #1742 and N.F.P.A. 14. Addition /relocation of walls or partitions may require relocating and /or adding hose stations. 8. An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1742) John W Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number 4 9. 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 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) 10. Maintain automatic fire detector coverage per N.F.P.A. 72. Addition /relocation of walls, closets or partitions may require relocating and /or adding automatic fire detectors. Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72, 5- 1.3.4) 11. 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) 12. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 13. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive John W. Rants, Mayor Thomas P. Keefe, Are Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number 5 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) The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 8 -B of The Uniform Building Code. (UBC 804.1) 14. 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) In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. Numbers shall contrast with their background. (UFC 901.4.4) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.5-4404 • Fax (206) 575.4439 Page number Y•urs truly, cc: TFD file ncd City of Tukwila John W Rant; Mayor Fire Department Thomas P. Keefe, The Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 . • Phones (206) S7S4404', • Fa (206) 575.44139 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and/or shower 4 2 Dental units or lavatory 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 ' - .- Z Hose bibb or sill cock 5 3 Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 Sink, clinic, flushing 10 10 1 1 Sink, kitchen 4 2 Sink, other 4 2 1 Sink wash, circle spray 4 4 Urinal, flush tank 3 3 Urinal, pedestal 10 10 Urinal, wall or stall 5 5 L L Water closet tank 5 3 4- i.t Water closet, flush valve 10 6 KING (AUNTY 11& -O3-7a 0.I3 Non - Residential Sewer Use Certification CITY TUKWILA vl (To be completed for all new sewer connections, reconnections or change of use of existing connection& O 1998 This form does not apply to repairs or replacements of existing sewer connections.) ( JUT Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by t County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi- annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or type) ,/ Owners Name () P U 7 r) l leh (Last, First, Middle Initial) Property Legal Address: Subdivision Name Lot # Subdiv. # Block # Property Street 6 ` 1, --Ia(t , ;:r Address l 1 -1' £('o City, State, Zip (i1 w i ( % 1/1 Owner's Phone Number ( %r ) - � ! Owner's Mailing Address: (if ,different from above 2_ 'O 1(Z ,4V? I t '1/ u' c K � ✓�� 1,1/.4 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 1058 (Rev. 11/98) 20 Total Fixture Units 7 RCE White - King County �i Property Tax ID # � 02/2 ~ 6 Building Name (if applicable) „ -' -/ • Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) CENTER or Property Contact Phone # ( City or Sewer District Date of Connection Side Sewer Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: Estimated Wastewater Discharge: Gallons /day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal/day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B ,L RCE Date W z ` //9e Yellow - Local Sewer Agency Pink - Sewer Customer RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner�� Representative Name of Owner /� C i f (L Representative 4 vv' :av .. •'..t•'� 7rJ .:yJJ "£YJ UrU7 L•A .L 144.1-0124100 (11071 OCT -30 -1998 10:48 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS.' CONST CONT GENERAL REGISTRATION NUMBER .CCO1 OPUSNLL050J5 12/Q./1998 EFFECTIVE DATE 04/25/1995 OPUS NORTHWEST L L C 200 112TH AVE NE STE'205 BELLEVUE WA 98004 Delach And Display Certificate - 425 453 1712 P.02, VICINITY MAP GENERAL NOTES REVISIONS NO. DATE SY - /f� / \ Jf�� I\ l \jl ` I X ® \ / \x I\ I \1I ` I /{�� $ I I : / L a _ -1 «� SITE �, -- 3 � t ORDINANCES R APPRO TO ER IT 4LAHT. HE JOB REGULATOR, 1.15TE E AAND ALL E ANC S AP CONFORM W L STATE LOCAL RI ITH AL AND . A OF JAL CON O ITH AL PLANE AND EE A THE ES RITE W A ORIBTR1pnpJ ntis4 a PROGRESS. ACC0. GOWSCTION 1331154 ETC. b EMR, EIZR4, R, SHALL SE M ANCE 1211 LOCAL 3. .OLX_ATIC ILITY 373T A 4NYCCNIW.CTIeT URESPO I iY LLOCAT B INVERTS PPloR TOO CoNSTR ION STEMS TO BE PER DRAM. AND SPECIFICATIONS To cCT1PLi ° WITH NPfA AND OA RMPA PAMPHLETS FOR .41444140.1- APPLY to 151E WORK. eUBIIi PLANS d. CALCULATIONS TO OVER FOR A S THE SEA E - ` \ \J�C// e. PORTABLE FIRE EXTINGUISHERS TO BE LOCATED M NE PA PEMIRENTR UL 2 .BO FE IN OFFICE AND TAIL AREAS E4d ACCORDANCE K M STOCK 4ND ET E FINAL LOCATIONS TO BE DETERMINED BY THE FIRS DEPARTMENT AFTER ,. WIC p IEOIIIED BY SPEORCATIONA MANN, FIRE ALARM SHALL BE M,DNIT ALARM BT FIRE ED PER 4141E 4ND LOCAL AUTHORITIES MIS DTHEKNEHFLOORDBYNECTD OTHERWISE BY E TIRAN E ABOVE n@ FINISH FLOOR BVLESS DIRECTED OTIERSIRE BY FIRE DEPARTMENT. GLACIER I 1. R ELI f L D IN �` �r 1Jc l� F � U I N V �s a N I $+ �n $ ^�T�y c .g31Y €1111y U1 U1 OT o w _ Q o In c co) 0 N PROJECT CODE DATA TENANT NAM. SEATTLE BINDERY PROJECT ADDRESS. GLACIER CASCADE BIGONES5 CENTER BUILDNS CODE. 1991 NBC, RFC, UPC, WIG AND 1893 NEC, ALL AS 4U•ENDE0 BY THE STATE CF WASHINGTON OCOp9NCIY, B (CRICE), FI (MANUFACTURING/ CONSTRUCTION TYPE. III -N RILL,. STREW/ER. SEISMIC ZONE. 9 WM.3 CA-1 SRN AREA. NEN ACRES 4 301,911 SF ) I ? 5 - 10 . U , a _ — � — ' I C © _ _ - / R F c c�c C I c _ O c Y4° _ 0 O o C _ 'P C © P _ / 0 U � / ( s O �_ t I I , ,,,, / r--- P ` ` _ / O I I I O U y -I - $ 0 k' _`_ – I I _ I J- _ * U �. _ C _ I / 0 - �_ I •- I I , S _ / 0 I / _ \ ` _ f _ I I ' ' I 1 Q I I ' 2 O K R I OC c `' �_ _ R D / I DRAWINGS INDEX ARCHITECTURAL TI CI TITLE SHEET 12.01 FLOOR PLAN 12.02 OFFICE PLANS T3.0 0009 • FN15• BCHEDULES/DOOR DETAILS T3.02 INTERIOR DETAILS 13.03 STAIR DETAILS C _ S l� LEGAL DESCRIPTICN ` PC w �! 0 2 a o F. £ g ? $ B S S JI LOT 2, R SOLITH 22 THROWN 25, REC R S CrKING FLAT 94,50051EO 00 El VOL 9 FLATS ,54GES FLAT TI WARNRG T OF ORIC•IER 31 014 319 1 41 PARK :NAT F LOTS 3 RA N T 5810 E FLAT THE C 315 M VOLBE 91 F PLATS, PA TH CORDS F KEG E COUNT, ONrt. 049HMGTOL LTR03 PABTERLT F A LINE DESCRIBED 40 FOL. BEGRINN4v1A A PONT ON THE NORIHLIIR OF SAtO LOT 3 AT A PONT 20002 FEET EAST O 1 OT OF SAID LOT S. BICE SOIREASTER.T ALONG 4 =NE 10195 LEFT, TIRE CENTER Cr 111410N BEARS NORM .61•123'43 EAST HAN. A RADIUS OF 45923 FEET AN ARC DISTANCE CF 245,40 FEET THRD;01: ' 4 SWT 117390 WEST, A DISTANCE Of 1336 FEET TO THE SOUTH LEO OF SAID LOT N.;S RE TERMINUS OF SAID LT09 4 V 0 " LL I- I .' W W III ,. I— CO z W F II' Z In 2 J co W W 1111111 y O W G / /� �I Ey 4 0 m 4 �E Z `ILL � Y Z Q' V' W "� . ` I— 0 V W U q cev o OCT G 3 T 0 1990 .�{J{1� PERMIT CENTER V WASHINGTON STATE NON - RESIDENTIAL ENERGY CODE COMPLIANCE 0YwMGRIEtT. NR� ncN CO,FbN w r IY R -VAL L p91/358 FRAMED WALLb 3 4R INSULATION R -B 3 9.00 WALL TULIP WALL, 11 MELLATION R -0 EC P.00R OFIC 22 4 R-9 3MD FLOORS FFI�S iIL1LP 2141.1., BAR ONSLLAibN R -9 19-11 111105 W4W B INSULATION -9 WAREHOUSE AREAS CBLMGIIR A MNLLA: R -II TYPICAL PERIMETER OLAB PERII'EIER RAID R -10 SLAB RRRETEIR GELNG BATT INSULATION R-19 2ND FLOOR MC. C0' SR TYPE FRAM K O- - VALE n e +MG WAR. ALU11N12 393 .12 GLAZED DOORS Ma- 4LWINH 21 0.12 V ORCE ° ICIENL12 S29 ARE MR. COOLUG BFlCISNC72 ORR ALL S A S WAREHOUSE LRILC . BU5 x 12 WATTS . 3,T90 WATTS 8 O • 43319 BF 3 WATTS • 38391114176 T • FILE COPY nndelstantl 02 1 om iss ons of I Pl ans c d 0 not 2 1 ' U o mo violauon TI anY cod o.tline a Pac PI of c n du Po d knawlaJ9EJ I cSPYOI UPPmvntl Plans c BV q Dan 1 1 . � . ^, / ) 1 Polm No '� S : Imc+ + l BEPPPATE PERMIT ,, P I' f10 V F D gE0U1PE0 FOP: Sy1rM E C1998 �EL E GT RIOA L ' p LUMBINO B.IfIIUIN( +DIM oI 0 OAS PIPI B 2DZ of 1 N l Q i - 021 D 'ib- 0370 ' UE� I I I I ' ' v.,. 36 _ I p I 35L 0• I 2 af ro / 3S 0, l0 256'.6 . I p• b I I 3 q 'ro• co 0 O © O ON PROJECT NORT -4 F � _': CO, �`' W a SITE LOCATION COVER SHEET N 95 DP CHICKS. 419 PAM 9/30/90 TENANT LOCATION PLAN TO .01 SCALE. I . 40R_IT NOTES IEVIO = DATE rEI I. ALL DIMENSIONS ARE TAKEN fROM THE FINISHED FACE OF UNL NOTED OTHERWISE. OF CQLMNS AND BEAMS, 1. SURFACES 9N ALL BE FINISHED PER SCHHEDUULLE BOARD S PECIFICATIONS. IF A COLOR IS NOT SPECIFIED, VERIFY TH THE ARCHITECT. S. EKTEND METAL STUDS A MIN. OF 6' ABOVE FINISH CEILING AND PROVIDE LATERAL BRACING AS REQUIRED. RUN GYPSUM BOARD A MIN. OF 4' ABOVE THE FINISHED CEILING OR TO THE UNDERSIDE OF THE ROOF DECK WHERE NO CEILING OCCURS. 4. < I 5. ALL GYPSUM BOARD TO BE 516' THICK UNLESS NOTED OTHERWISE OF DRAWINGS. 6. ALL 6' METAL STUDS SHALL 0E16 GA. MINIMUM V.N.O. ALL OTHER METAL STUD GA. SHALL BE AS SHOWN ON PLANS OR AS SPECIFIED. WHERE NO GA. 15 SHOWN OR SPECIFIED, USE GA. A AS EC OMMENDED BY MANUFACTURER FOR WALL HEIGHT ND R US T. USE WATER RESISTANT GYPSUM BOARD IN ALL TOILET AREAS. S. A PLYWWD BALKING TO B 5/S' HICK U.N.O. AN RETARDANT CONFORMING T AWPA T STANDARDS C -2). D FIRE 9. ALL EATT INSULATION EXPOSED TO VIEW TO BE WHITE VINYL FACED, AND BE FLAME SPREAD -25. 10. ALL FIRERATED ASSEMBLIES ARE BASED APOJ GYPSUM A5500. p55CI EST REPORTS FOR REWIRED - -1 -- -- MO = - — -_ MN - -- _ -- - -- F SO -'!° 49' -5' 50' -0' 50 ' ' 4T ' I__I I 25' -0' I .0 0 s' 5' I ' -2 1�� RUSTING EXIT DOOR 4 STING CONCRETE PAD I I I / y - c . S. E W H A F, 0B a ii y - a N =O U y COMFONETS AND OLT II. BLOCKING IS REQUIRED AT THE FOLLOWING LOCATIONS, A. TELEPHONE ENCLOSURES a C OUNTERS ILS WHERE ATTACHED TO WALLS D. O C. R DOOR FRAMES E. CASED OPINGS EN F. WALL MOUNTED DWR PARTITIONS G. TOILET PARTITIONS H. COAT RACKS I. FIRE FMINGUISHER CARNETS 12. WALLS TO BE �I 5 I A .• • �.m.-61y8A9 �'1111Amjilli I,� S.S - - - iw. mli I, -..,: ,. - - - - - - - - - - i 1 � ^ . a 0 r.:.. ® ❑ NMI �1 ART - o- ® 1 - - - ''C 1 - - - - - - m - O _ lI l.L II�� l� 1 E ODOR WALL SYMBOLS _ l 11 _- - - - - - 1,tlan aus 141,5,4,165 pa4 "6"" 17adrd7, uoqozuotnno avi pot, p uyp moms, uo so ,,a,ao p1 puto . paum3oP 51.11100(1 d1145:01.0 7= d E]I .. 0 A ...P. LTil 9• L 1® tflE OD �© ® $ 4.0 x WALL KEY [ROUEN III Rc x g E66 �1 • �z. 1 4 , n Essoz . °eq" I RUSTING EX1 P�D DO•.OR IXISTINI6 CONC. EXTERIOR WALL ' n -_.; �TI!�y °s ( � ida 0'" �i IJ �uelx W 9. "ui[ G f � a I_- _ Ens a ,� ..... _ ``,, Y O IL V" �. VIII - - W I- V , 0' y Z III 2 =' U (9 W ..e. -� `C� .. — ,V,,, W All m JJJ"' 'vlirn>r1 ssaNisriG MCMCSVO rfl NI ONIcrtne MII1S 0; adOd INSI"IMA01=11.41 1.1-1 • MO. U Z U IC r„ m — WALL SYMBOL I III • 14- Ol J rc,� RC6 ��jl R -I- - xr r = w l ,a .rRR .m gym. N Y ,e THE PARTITION TTPE DESIGNATION IS A TWO UNIT CODE THAT INCLUDES THE WALL CONSTRUCTION AND ANY MODIFICATIONS. 121,1 I - — - 1 2 L I I i - —� I —E E F ` — T— � .I 0- �C Q ....: O IwR I „1 S IT•' ^_� OFFI, — r DOCK LEVELORS Y �w E E N : TIXISTI �� FE R I �I Q C� �...: 1 _ v l O TING .! ” .�. I ' svius '])x ]'+ - a rtai' I • . ry - \- - ® Ella MODIFICATIONS . . " " ...E I _ f - IXISTIN I OM DLO I IXISTING Exr ... I EXISTING A9pp��{{ L `RAMP -. as OM COOR ji ��� III ■ - _ — I o WALL DETAIL NUMBER P ER SHEET T3.02 MODIFICATIONS A NO INSULATION C THERMAL INSULATION RASE PER PLANS D NO INSULATION, GM ONE -'__ ON, E I/'/' PLYWOOD BACKING F 3/4' PLYING= OVER 4 ' IXISTING DOCK DOORS , IXISTING EK1r Doore /' - -' O pIry i QL' + R. + O /`IXIS fNf. A ^ LT1 : . i! /) - 1 �WAITIN r I 6� ,„11 eJV • "� � .� TA wA� RUSTING -- ENTRANCE 2.1 ENTRANCE — I KEY NOTES I I I — F ON F5-26 WHITE VINYL FACED PINNED ' DE CK cliv (':0'113 Iv utc 9 1118 -T3-■,0511.°4 DIVISION 0 0 PERMIT SET 1D/9/911 CRY OF Itlgiui OCT 30 J�q PERMIT COWED V FLOOR PLAN 061-05'10 JOB MCA 98017 DRAMs DEF. CHMOA• AT8 DAZE. 9/30/98 MAIN FLOOR PLAN T2.01 SCALE WIG' . F-0• 12 tixr CI Q 73.03 2 C T NOTES REVISIONS DAM SY b liwilmet,t,rfirA I Ergalirtl COLUMNS AND PACE OF 2. 'Ibk4EiTEIATENNIETet-r1VIMV°.EZIM Mi" ME51F 15 NOT SPECIFIED, VERIFY 3. 'IMEgic`,,Ti'LL,FIEZSL A BIMINV AS ARGUE FINISH CEILING . 7 . 13 . 13.1 1 ERVOE 'S OTL A VrIgOFIEWISIVLERETSASI '" 4. PUNCTURE ,Paiiii,ASLR INN MEMBRANE ABOVE DECKING. S. S. P4.1, SE E 5/5 THICK UNLESS NOTED C. abglalgETEIL SPE CAERE XIHiaLFG IMOMMENDED BY MANUFACTURER FOR WALL' T. USE WATER RESISTANT GYPSUM SOARD 15 ALL TOILET AREAS. S. R rVIC■I'mlikt3 CA-13. FIRE ,. lhi5 EA- TO VIEW TO BE WHITE VINYL FACED, 10. t". 54225rNsiffeer.EtraM UPON GYPSUM ?,17,5a3 It. BLOCKING IS REQUIRED AT THE FOLLOWING LOCATIONS, . TELEPHONE ENCLOSURES B. COUNTERS C. RAILS WHERE ATTACHED TO WALLS D. DOOR FRAMES E. CASED OPENINGS F. WALL MOUNTED DOOR STOPS TOILET G. TOIL PARTITIONS 14 COAT RACKS I. FIRE EXTINGUISHER CABINETS 12. ALL WALLS ARE 'El Al UNLESS NOTED OTHERWISE ON PLANS. § g d Wg0. SDD CO 1- a 0 CO 03 E• CO E 4 X ;Lf N 2 0 Ci) 1 UP 4 En I I CM 303 AI 1111— 03 EICI ' L L''' _ 1 CIS I 3 1 M__ 1M, ' • I f I,I INDIN SECTIONS 0 AI A , I I ilk 1: ' -4 V-°" UM MEM S '-O" I - H DI 8 1 Alk 2 C 4 " 101 H EN , Ito 1 10 4i" I OS NIOMENS lo(..7 7 " GEN. OFFICE 1h 003 HALL SYMBOLS P. 17 - 0NU n; ONNIEK E<TZ(MEL TILT-UP 4 ] 10 + + NEW STUD PARTITION, SEE WALL KEY FURRED WALL, ADJACENT TO DLISTINIG CONC. EXTERIOR 1ALL ,,,-----_,....., , _ - ._ _ _ _ _ T-- I _ - ____ _ _ _ SIC I E TH N EXTIISIE CTI°N ' HAC ___...„ I , 4 -I - D V W i- C k 11- f Of I 11, la ( la 1-- 9 lill 0 Z wi % I- it - 0 Z - 2 ch ,-, E — n (I) Iii it c a III > - z 0 la W co HI _ 0- -I 0 fil i-- 4 la 121 4 ILUI 0 2 40 III cp 4 I- 0 Ul 0 cAMS., 4 OCT 3 0 1998 _I PERAK CENTER la ,--121C1 F:13 CONFERENCE . 1 ; ' , _ —121A, • NALL SYMBOL_ KEY THE PARTITION TYPE DESIGNATION IS A TWO UNIT CODE THAT INCLUDES THE WALL CONSTRUCTION AND ANY MODIFICATIONS. UNOCCUPIED AREA tio Plot' I MODIFICATIONS a I ILD'a 'MEZZANINE STORAGE EICI - 12 A I5.-1. (6-- gest;firt'1/4"rm MODIFICATIONS A NO INSULATION 8 ACOUSTIC INSULATION SOUND ATTENUATION BATTS C THERMAL INSULATIONS VALUE PER PLANS D NO INSULATION, GYRE ONE SIDE ONLY E 1/ G F F/ 2; PLYWOOD AC PLYWOOD B ND GAS F',\V■.'`,a3 og, 8, \T3 ,------ . -1.--''')*46. WS° I Lll co s 21 w . U S_ ..i. 231-41 Ai 02 FINANCE ~ IC I I 103 I ACCOUNTING I;. 1 12842 SP1 3/4* PLYWOOD DECKING TYP. . II 4 ' ' 102 I RECEPTION ® - ' 1 105 'OFFICE WAITING k 1 1' — 1 iv I Rimmio I II F ...-- 1 . I ID'I-O-it) . . F OFFICE PLANS JOON°. 45217 Dom PEP "IC ILLATE7 . 72.02 FIRST FLOOR PLAN SECOND FLOOR PLAN SCALE 1/4 1.-0. SCALE 1/4' 1 NOTES I. LL DIMENSIRI9 ARE TAKEN FR ALL9 AND FROM THE CENTER M5, UANLESS NOTED OTHERWISE. 2. ALL AC S INTERIOR METAL, D SPECIFI IF A . COLOR IS WITH HE ARCHITELTFINISHED i NOT SPECIFIED, VERIFY 3. FMEND METAL STUDS A MIN. L AND PROVIDE LATERAL BRACIN( IM BOARD A MIN. OF 4' ABOVE THE FINISHED CEILING OR TO THE UNDERSIDE OF THE ROOF C 4. 9 DS E EYTEFID P TO D LKING LR PUNCTURE OR PENETRATE ROOFING MEMBRANE ABOVE DECKING. 5. ALL GYPSUM BOARD TO BE 5 /B' THICK UNLESS N,ED OTHERWISE OF DRAWINGS. 6 . ALL 6 METAL STUDS SHALL BE IS GA. MINIMUM U.N.O. ALL OTHER HETAL STUD GA. SHALL P I OR AS SPECIFIED. WHERE NO G SE GA. HS RECOMMENDED BY HEIGHT AND USE T. USE WATER RESISTANT GYPSUM :4S. B. ALL PLYWOOD BACKING TO BE APIA' RETARDANT CONFORMING TO S. ALL BATT MSULATION MM ED VINYL FACED, AND BE F AME 9PREA 10. ALL FIRERATED ASSEMBLIES AR 50G. TEST DATA. SEE SPECIFIC TEST COMPON S AND ASSEMBLY. I. KING IS REQUIRED AT THE ABLOC. TELEPHONE ENCLOSURES G. RAILS WHERE ATTACHED TO I A° 0 I G "' C A T ' " ' B. COUNTERS D. DOOR FRAMES E. CASED OPENINGS F. WALL PA T IT DOOR STOPS G. TOILET PARTITIONS H. COAT RACKS 1. FIRE EXTINGUISHER CABINETS 1 I 2. ALL WALLS ARE 3 A UNLESS OTHERWISE ON PLANS. 6' SEAT COVER DISP. GOB PAINTED ( TYPCAL)` GWB PAINTED (TYPICAL)/ ST. STL 42• yy 12' EDGE �� 'I CAULK GRAB BARS m HANDICAPPED LEVER HANDLES AT 36' -42' A.F.F S6 \ MIRROR W/ ST. STL. EDGES 3 B `Th r--Th m _ H H ; E g ' 5' COVED SANITARY T. PAPER DISPENSE- , ,1 I T-. ' g XVW .Ob %, C C TOILET PAPER ■ " \ 11111� • AB �� BAR II� III '� BASE - \ £� \ c DISP. v _ _ , S Ij T — SOAP DISPENSER \ ` I' —b■l, `.� D FLUSH VALVE ON PROVIDE NEAT � 5 COVED SANITARY BASE PIPING T D r \ \ WIDE SIDE O NOMENS RIM #108 5' COVED SAN BASE © WOMENS RM. #108 SCALE I/O' I' -O' EGALE I/2' I' -O' HENS ROOM CIO/ SIM/REV _ a, AWN PAINTED (TYPICAL) -y SEAT COVER DISP. GALS PAINTED PLATT W/ ST EDGE. (TYPICAL) � WAINSCOT STL. CAULK ANDICAPP NC S 18LE j MIRROR W/ 9T. STL. EDGES � / '" HANDF AT , .6 42 A.F.F. I •m GRAB BAR' 36' ill II , C N �� 11 i SOAP DISPENSER M xvw e ov ONUWIDEA5O�� T. PAPER S 4 = \ E VAIN • .= t- WALL SYMBOL II Iml 001:11910 Of nocwEms k men4 a servIce. is Me properly of Ma o e°,7,%,bmm eoL altered. added M. nor deleted from without the PROVIDE HEAT SHEILDING ON PIPING TT. © MENS RM. #107 5 COVED 16 ' a IXISTING -- M R SANITARY BASE .� 5• COVED PROVIDE HEAT SHEILDING ON PIPING TIP. © W L OMENS \ SANITARY BASE RM #108 NEW STUD PARTITION, SEE WALL KEY FURRED WALL, CONC. EXTERIOR WALL # SIM/REV O RESTROOM ELEVATIONS SCALE 1/2' I' -O Tli" 4 3n T q. 4 3• 4 3. 44� 5 O• 4 -I 4' -I d� 5f O' WALL SYMBOL KEY 061 �- ���0 4 B � 4 1 S I / � A4 INCLUDES PARTITION TYPE DESIGNATION IS A TWO UNIT CODE THAT THEE WALL CONSTRUCT ,THE \ - e ll —,L \ ,A—,5 a {9_i91 T 1:11121 I 101 `J LEVER. 36' -42' FREE HANDLES AT A.F.F. BARRIER HEIGHT LEVER Win FREE 4 B N - 6 N PI MODIFICATIONS A NO INSULATION B ACOUSTIC INSULATION SOUND ATTENUATION BATTS C THERMAL INSULATION R VALUE 0111 D NO INSULATION, GWB ONE SIC E D E 1/2" PLYWOOD BACKING UNDER GINE 0 98 F 3/4' PLYWOOD OVER OW B T Y H 0 �_ N [© ® REST ROOM N NISIUN O C \) l GRAB BASH I - I /4'-I• I SHALL BE CAPAELE OP BIIPPORTII UT PER145 WT DEFLECTION 2. FLOORS SHALL BE SMOOTH, HARD, NON-ABSORBENT SURFACE. 3. 4, DIMENSIONS IRIS. ! AND I EQIIPMBT ROOMS UNLESS NOTED OTHERWISE S. TOILET ROOM E C TO NTEGIPA HT AND VENTED TO TH E N BE TO B2. 6. GYPBEOARD APPLIED TO PLII IAI WATER RESISTANT T. COMPLY WITH ADA REQUIREMENTS AND LOCAL HANDICAPPED CODE E PROVIDE A 4'-0' NIGH PLASTIC L. STAINLESS STEEL TRIM RN ALL WET WALLS. P SHIELD NOT TO EXTEND FARTHER THAN FRONT EDGE OF URINAL A / \ O • W O B' D• RESTROOM ACCESSORIES LE MARK DESCRIPTION RIRN/INST REMARICB FINISH ^ O O O © . 111 \ CO O ' 0 O N e_ O CEILING PAN GC. / G.C. SUPPLY MEG{ CODE WHITE/CHROME O DOOR SIGNS GG / SI '. W LLHITE olololol GRAB EARS GC/ GC. i y F ESS STL TEXTURED GRIP PAPER TQVEL DISP. AND DISPOSAL GG / GG RED MOUNTING EBB STL TOILET PAPER DISP. GC. /GC, RED MOUNTING EB B 8TL MIRROR GG / GG 30• N MOUN E08 0TL 1 , \ © DIIL SW COVER GG / GC. REC± .,,,, \ O SOAP DISPENSER GC. / GO. REGE MgITIIVB NeIGRT . ......_555 STL O RESTROOM PLANS 0 PERMIT SEA le 9/99 SCALE I/2' I' -O' 0 ROOM FINISH SCI-IEDULE FINISH NOTES AWN' /2 F align! LICOS RCM NAME FLOORS 919E WALLS CBLJNG „ R9tARY8 I. VERIFY ALL FINISH LOCATIONS WITH OWNER PRIOR TO INSTALLATION. 1. ALL. FINISH MATERIALS ARE FURNISHED BY CONTRACTOR UNLESS NOTED OTHERWISE ON DRAWINGS. 3. FILL ALL JOINTS IN SLABS UNDER ALL FINISHES. 4. ASSURE ADEGNATE PREPARATION OF ALL SURFACES TO PRO/IDE A SMOOTH REGULAR FINISH. . PROVIDE VIN REDER STRIP A ALL VINYL O TG SRTONS, AT VINYL 5 TO taICRETE YL T UC RANSITIONS, FLOAT T SLAB UP TO VCI MLOM I TRAN5ITKM. 6. Y SCHEDULED FLOOR FINISHES ARE TO EXTEND UNDER (HALL TO NA LL). ) T U- EXPOSED T GRIL TILES ' MISC. ITEMS AT CLG TO BE PANTED SAME COLOR A5 & YWL COVERINGS SHALL PE AMMO CAO MAT CR 311 PER MX EAU INSULATION NOTES: I. R -II BATT INSULATION AT ETERIOR WALLS (FACE STAPLE BATTS) WHERE NOTED ON PIAC. 2. R -10 RIGID INSULATION AT FOUNDATION WHERE NOTE) ON PUNS. 3. R -21 RIGID INSULATION AT ROOF (WIRED IN PLE BATTS). PLACE &. PROVIDE SEALANT AND CAULKING FOR BLED. ENVELOPE, TYP. FLOOR COVERING: FC -1 EXPOSED CONCRETE - SEALED FC -2 CARPET - DIRECT GWE DOVN STYLE BT OWNER FC -3 VINYL COMPOSITOR TILE 12' X I2' TILES COLOR/PATTERN BY OWNER FC -4 SHEET VINYL - ARMSTRONG OR EQUAL COLOR/PATTERN BY OWNER FC -5 NO FINISH - SPORED SURFACE FC -6 TILE - THIN SET - AMERICAN CLEAN OR DEAL COLOR/PATTERN BY OWNER FLOOR BASES: P3-I 5' COVED VINTL BASE IRTREGAL W/ FLOORING FB -2 4' VINYL BASE ROFPE COLOR/PATTERN BY CHEER P3-3 NO BASE PLASTIC LAMINATES: PL -I PLASTIC LAMINATE - WIL50NART COLOR BY QE2 CEILINGS: F AY -I N NON- AT PANELS - ARMSTRONG CORTE6A 24' % 48' % 5/&' 'WHITE' NATURAL C -I LAY-IN AD NON-RATED W/ U SG GRID MIEN C -2 GYPSUM BOARD - 5/5' GYPSUM EOARD ON CEILING JOISTS - PAINTED W/SFMI -GLOSS ERN,. C -3 0(P05ED CONSTRUCTION - PAINTED 111114 5WEV -UP SPRAY - WHITE L -4 EXPOSED CONSTRUCTION - UNFlNISNEO G -5 GNB - FIRE TAPED, SANDED ONLY WALLS: W -I CUD SMOOTH FINISH - PAINTED WV FLAT LATEX 5 -2 GAD SMOOTH FINISH - PAINTED INC SEMI -GLOSS ELM W -3 GYB SMOOTH FINISH - PAINTED W/ FLAT ENAMEL W - 4 EXISTING CONCRETE WALLS N -5 GYB -TAPED, SANDED READY FOR PAINT W -6 GRAB - FIRE TAPED, SANDED ONLY DOORS /FRAMES D -1 SMOOTH FINISH - PAINTED GLOSS ENAMEL D -2 PRESERVATIVE 10 -314 OIL HIGH GLO55 SCHEDM IB WARFHOSE FE Fad Wy , 44 E PO>m R - VINTL FACED (MAUL. PINNED TO • WA LLS ®+B' -0' AFF TO ROOF DECK ,Y /e Y I � � Iq II K -1 F&2 W -I C -I 9'-0' 102 RECEPTION FC -3 F &2 V1-1 C -I W-tl la 9xaCE ACCOJNDIW FC -2 FS-2 IC-1 C -1 •• SCONZ /A SSOCIATES P l anning and Design, Inc. 22driZE:E. SLOE 101 \ - 2 ' 5/8' C9 CONFERENCE FC -2 F5-2 W -1 C -I q -0 , RED FLq IB UTICA FC -2 FR W -I C I a4 N5 GDR OFFICE K -2 F13.2 W -I C -1 44 AT 1801$ RESROM K-4 FR-I RI C -I B'-0' PROVIDE 4E' IAN PL-3 WNSCOAT CR WOCa RESIOKI FCJ FE-I W -2 C -I 84 15000E 40 NIGH PL- I WC'NYOAT III MARINE FC-N Fad W -I C-1 WOOED O 14. MTL DOOR/1'IOLLO1.1 MTL FRAME JAMB OT WOOD DOOR SILL veT F NSULATIR PER PLANS 3' I' -O HARDWOOD FF. PER SCHEDULE f PRAMS /TRIM. FIN. L SCALE 3' • 1 -0' J F A- .4 (\ / J� / �v� -■ - , I SCHEDULE � I 'n' DOOR PER I I I I s DOOR SCHEDULE iH11YN M7W TYPE =AM NMI K Mar TIRLlD ® RAPE Q7LR 5.00110 A1i90.Y 31@3 3 W. r � IE5 RRECKFEE QV" REMIRS ND NOM mum FINN MURAL 01111 ENTRY - - - - - - - EMT N6 DNRRNCE OCOR LFFKE 3 '-0' X T-0' - WD PAINT 3D PAINT - - 3,2 0 ' -' ^ ^^ ^ ^ ^^ ' • M^ ' '-,4D S IM. O CO IRFQCE 3'-0' X T-0' - CO P AINT ND PAIR NT - - 3, 1 MEN 3 '-0' X T4 - NB FAINT WO PALM - - - 3,2 3,2 TONE B NOME B y WI F 3' • I -0' WRIgS 3 '-0• X T-A' - WD PANT IC PA1M - TENANT IMPROVEMENT SET FOR g SEATTLE 5 fNIDRkr GLACIER BUILDING GLACIER CASCADE BUSINESS PARK TUKWILA, WA TO WAPDIP.SE 3'-0' X 4-0' - R1 PALM NB PANT - - 1,2 GOl MICE TO HN 3 '-0' X T-0' - VM PAINT WO PAINT D-3 ?REFINISHED TRANSITION STRIPS — PROVIDE AS REQUIRED TS -I TILE TO CARPET JOINER- 'ROPPE' OR S /AL COLOR AS APPROVED BY OMER/TENANT TS-2 CONCRETE TO CARPET- ROPPE' OR EQUAL COLOR , APPROVED BY CRNEIRTENANT TS-3 VCT TO URPET - PO OR EQUAL COLOR AS APPROVED BY OMERRENANT T5 -4 SWEET VINYL TO CARPET-'RO'PE' OR EQUAL COLOR AS AFFROVED BY OMER/TENANT TB-N VET TO CONCRETE- ROPP OR EN/AL COLOR AS APPROVED T5 -6 OCT TO RUBBER TREAD- ROPPP OR EQUAL COLOR AS APPROVED ISTERNERFTENANT DOOR TYPES DOOR JAMB KEY I4ARDWARE GROUP w EN is rsI s is f5.16 lB t ! 3 Cs�S1Y�+�� i � �S as 1 t w o C ys di 2 _ 'ye '4 g i g iigi 1/1 116 c 1M 2 WIDTH PRON51045 FOR BARRIER FREE DOR(S) FULL BIDE PUSH EIDE tit HW -I. TYPICAL INTERIOR DOOR 1.84-4. TYPICAL INTERIOR DOOR DOOR KNOB 'SCHLAGE" MANUFACTURE DOOR KNOB: "BCHLAGE' MANUFACTURE A. SERIES 'D" HEAVY DUTY A. SERIES. 'D' HEAVY DU' B. FUNCTION PASSAGE LATCH B. FUNCTION, LOCK SET C. STYLE, RHODES C. STYLE, RHODES D. TRIM. ROUND D. TRIM, ROUND E. FINISH. 626 SATIN CHROME DOOR HINGES. "STANLEY MANUFACTURE DOOR HINGES, 'STANLEY' MANUFACTURE A. TYPE F 260 E. FINISH, 616 SATIN CHROME 4 -I/2 X 4 -In' (3/ DOOR) A. TYPE FB13 -179 4 -1/2' X G B. FINISH. 260 SATIN CHROME B. FINISH, 260 SATIN CHROME DOOR STOP' 'IVES' MANUFACTURE DOOR STOP, .IVES' MANUFACTURE A. TYPE 40T-1/25 WALL ESS BUMPER STEEL A. TYPE 407 -1/25 WALL BUMPER B. FINISH, 52D STAINLESS ST B. FINISH, 520 STAINLESS STEEL HW -2. PRIVACY DOOR HW ENTRY DOOR A. SERIES. ' '0" MANUFACTURE HEAVY DUTY KEYED LOCK BY DOOR MANUFACTURE KNOB: B. FUNCTION, • PRIVACY LOCK C. STYLE, RHODES D. TRIM. OUND E. FINISH: 625 SATIN CHROME D OR TYPE, ,'STANLEY' MANUFACTURE A. TYPE F138-179 ITS MIDDLE) 4 -In' (1/ DOOR, A. TYPE 2060 4-1/2" X 4 -I/2' (2/ DOOR, TOP • BOTTOM) B. FINISH, 26D SATIN CHROME DOOR STOP. "IVES' MANUFACTURE A. TYPE, 407 -In5 WALL BUMPER B. FINISH, SOD STAINLESS STEEL 1414-E. TYPICAL INTERIOR DOOR PUSH -PULL PLATE, 'QUALITY MANUFACTURE (I EACH SIDE OF DOOR) C. STILE: PUSH • 106: PULL • 62 KICK PLATE, (I EACH SIDE OF COOS)� C. STYLE 34' X 34 E. FINISH, BRUSH STAINLESS DOOR HINGES, "DO ' MANUFACTURE C3/ DOOR, TTIR 2 TOP 1 I BOTTOM SPRING A. TYPE: 9029 -6 DOUBLE ACTING SPRING HINGE B. FINISH, U S2 C ZINC NODS, I PICA MASTER' KBY MIST FOR MART. COORIONATE KETINS UN i BNW1 P SC1 E x $ (Al f%MT F 5 MIN z_ I 7 • D M F T DOOR 4 AND A LATCH S4 MIN. CJ O .IM913n a1naanns and / / \ \ y 2 P FE ED L�.R I > NOTE, HAS BOTH APPROACHES SCALE 3' • I' - 0' % F W N s a F3� CC W _ DULL SIDE I I INTERIOR RUSH DOOi A - EXISTING DOOR B - WOOD. SOLID CORE BIRCH VENEER C - WOOD, HOLLOW CORE D - HOLLOW METAL RATED F - BIFOLD 1 t�t a I- 1 FUN SIDE E, I NOT E x x • 42 IN IS) FOSE C > Q M • 36 MMIM MNIHM F SIDE APPROACHES FULL BIDE M EI F.. S0 NOTE, y • 48 y = B4111 00114 A T 2 4 MIN. . 2 1 MI MIN. IF DOOR AND A CLOSER PUSH SIDE T z E 7 1445 DOOR REMARK NOTES POO • M31B1D OIB LL ORIER K 5355 UIBTAK • MISLED COMRAOTORANSTALL =RECTOR, FOC • PI ED PSIS/INSTALL CPERtifOR NOTE 4 ALL MILES PI R ONT. NOTE 2. NO ORION HEMS PI EXTERIOR KEYED AND NOTES LOO: HILL HILL HAVE PUSH BARON ON RFSTEEFI SIDE LOOK DULL IROX IF STUN B DEPRESSED AND DAMN IS TES ME ALLOWED TO CLOSE CHIT 4. DOOR AND FRIAR MUPPEO FOR DEAD BOLT NM SAW. RATE INSTALLED. ICI Ef LOX N 510 CARL CONFRAREPNNTB1 N CUT , • 1151111 1151111 F THE DOOR LL H _ M IC) LATCH SIDE AP'F1ROAC IZS NOTE, ALL DOORS M ALCOVES COMPLY WITH THE CLEARANCES IT FOR PRO APPROACHES l�- � IF THE DDOOR DOOR SHALL EXTERIOR WALL PER PLANS -- - DECK -. B:IISRED GINN S' -0' W triC LIEU CFSU RE reggB os MAT EX EFDE D t 0 STRIC(URE BE I EXTERIOR 4 1/: 73.03 BRq�E 3 B/B'�X IB OA. METAL SND TS 4 uB• 03 35Po' ' FER RI� ■� BI' ■■ ABOVE DEdC PBOYE G �I�g pR � AT 40 O.C. -: - :GH TO WALL WITH 3/B' DNA. FAP. ANCHORS \ K£ LOS 4iE1@IATE 5 P 5�0. � EEL, ORISM k G4C A B T A>�IFD PS REdB ®. DOHLE � j �p iryl _� A OP OR � ® z liM II 3 C gm.gRa. TRADC. SIZE TO 3v�a NOW I , .J. I I s :ACN 91M DSO OL.SWIO. N GAGE PER PLAYS) n INSULATION fil:IEO LE ITT, ,� PBF TARN��B�ERbE LOPD. pinTACN TO BTISGN� WPiHDfGL1D�ER W \RI OR EXPNIBIQi TTFE ANCHORS MEEP LEG TOP TRACK, SIZE TO ATCN STUDS • I �INSULATION n 47}/? �� I 9 aid i�I3n 1 ODTH PER PLAIB I ♦� m I ......... Ia0 T: O$ NI ACOUSTICAL TILE WI C W RD EACH SIDE ON 611 AT D E .PAM1Ea SI DE i{' 1 9q�p NBQgT PIDILAI D wAYBQ1U1ET8 BASE PER SCIEDW1 MTN I � LGEILIN'wGDED ACOUSTICAL TILE 3 E /B' % I GA. MAL SND BRACKETS AT 4B' O.G.- ATTACH O WALL A M ' I H S kTP. aND 5 iI PAINTED (TYP) Y, S' GYP BDARD ONN (,' X DO GA. METAL STUD$ AT ]4 O.C, z E. BAS THERMAL SCHEDULE INSULATION 845E PER SCHEWLE (TYP) FINISH FLOOR GIN'''. TILE II V \ ... ........................... " "" L FMIBH ROOK L MIL TILE )d mt. aid LFJI3n 1 � Q ¢dBAi ]G fIY) F CE LI pNGTICAL I IaI��R �SISROaT BIDE l � i SOJID BAT INSULATION INSULATION PI . �R YE 1 FNIBI FLOGR \ \ .� [11 P II�EIW . - 6 Lz. PSP.[ MAX U : SLBB. Pff.[ 0 FURRING AT EXTERIOR WALLS mi FULL IEIGI -IT NON -RATED NALL OFFICE NALL NALL @ RESTROOM WALL /CEILING 1 , 7 � I- A II-0 WDBI WELDED BRIDGING r �.. a x]B TBCB ro BclNr me EQUAL euB AT Do NOT PENETRATE az r><hrlBwuE ROOF DECKING UV S] ]a• oG sar�ICE AT B' E4d BIDE gal - -LJ � AT EACH TRACK J MiB 61UD, BOTTOM fire) GA CLIPS TO AF0 i i *' 91N1e11id" .9 3111030d aid UFA. { ��,, I �j ` �� � �—Dac aewE WEND METAL ST. ROOF DECK ABOVE FRAMING TO PAINTED EACl2 WOE EXTEND 61121 TO ROOF MCK CH 84E8 � 1 STUDS AT ]12.OG SIDE ONLY 21050 BATT MILAN. XPER PLANS 1 OPTION 12, REaIIPED AT ALL ?WWI ANNE a IS 6A BRIWM CHAWEL ITp SCREWED BALLS CLM�R OPTICN • II �G '°L ;;;;) ¢F 8 6011ID8 WTHM SCR. ATTACNN —"��� - �������- ���•�� e a+mll� ~' I r 0. O / { NON-BURINS WALL CONDITION ' � 1 z]� A I M / DEEP LEG TRACK.. MO SIM TO MATON METAL STUD MOM 5AY GYp� 13oam gem-V.972 x UHEFEISL]IIR50 'FETAL MID FRAMING ) G (SIZE AND GL AS bHCRH ON FLANS � ry M F A T N p G �. UgEP TWeLL LCREISF W9 AND 0.A`GE AE CONECt® TO STUD Tea -ETn'E I I' S aPA DIADWVEIIAT BGaTRaac I ONNERA@ OF OOCU I NR m cc c e s. oc. ZM' oliered. added to. nor deleted from MM. Me direct 511perVi5■1111 of Me Architect of Record. 4gM REXIeLE I -HR JOna EE/aANT AT -HR WALL CITU)IT0N6 TYPICAL HEADER SCHEDUL TPE 61EE 10.10 SCREWS q- 0• -{' -0• r]I S " I6 CHI. a 4'- 0' -6'-0' !1)B'KGA 6 6' -0 - e' -0• TM IP 1404 UELD FlW811 \I L UPTO10-0'NEWT, TWO RIaB WMIWI 2. OVER 0' -0 HEW , BRIDGING ROLLS SPACED 3. SWOONS SHALL 5E EITHER UELDED OR & NALL @ MEZZ. OFFICE UJALL TO FLOOR CONNECTION ROOF DEFLECTION CONNECTION AT JOIST HEADER DETAILS (U.N.O.) ON STRUCT. PLANS O BRIDGING DETAILS ® T-. HEAVY DUTT TRIM EDGE E"05104" T.S. COLUMN / ...... � 'K TEE f - AT UV 3] 24" 00 DECKIN3 ABOVE / ]y MA 1 I ] %bCAF 04 OG ]X12 RAILS TYPICAL 2116 50001 R51 DE \ 0D ROME ACOUSTICAL GASKET OR ROUBLE SEALANT 0 WOVE PER PLAN r . �..^ DECK ABOVE INSULATION MINERAL AP IAMA fltl JON! TOP RAIL ryry IS S If� 12 � SLIP n 'X LATER DPP PE' GIP BD. � � E ,� H E O APPLIED PARALLEL TO EACH BIM 6B•B TO TAL OSAND RISSER (RACK �� TTPE � S DRYWKL EACH BDE ] EACH CEDED PAN HEAD SCREWS R CEDED UB I SIT OF TOP AND B EAD S REWS TRAGC O R I L 11111 411111. i , 160A , ZEJUATC12 MUDS 1 MEP LEG TRACK OA AND ME TO FIA101 METAL MD RULING TT)E FINSH PURR,. CHMNEL PI EACH SIDE OP COLUMN L I—I ON GYP. a. STUD EACH BIDE ON 6" h1ET STND PiRAF1NG 0 FLOOR !000S00NSCAYON PANNED EACH SIDE I -HOAR JOINT SEALANT m 0 —�— O1 BM FER STRUCT. / NIVERE VCS, GA FILE NO. MP 306 3(-6" I-lIGI-I GUARDRAIL WALL e COLUMN I I-IR. FIRE WALL . ROOF DEFLECTION CONNECTION AT I HR. UJALL ® BGALE, I" . I' - 0• LT SCALE, 0 . 1' -0' e SC-0LE, I N• . 1' -0` T30] eCALEi 3" • I' -0' ___ .6. ' , , ,I .,....t, ' i,, :■ '4,6',i'l\',,-,'7,',6 I " ' W y CC W a BHT BHT BHT .• 1/2 RADIUS • WANG 'LYRICAL CO HOER FNINLED 5.005 STAIR #1 SCALE, I/2 • II-0 L. 5 LNCCOJMED SPACE 15055 51415 TYP. TREAD KICKER DETAIL K17 SCALE, I 1/0 • 54. H/04 GUAR RAIL 2NO FLOOR STAR PLAN 54 HIGH GUARD RAIL O 1ST FLOOR STAIR *I PLAN O STAIR *2 SECTION eGOS 1)2. If 03 SCALE, I I/2' - Dq8-0370 T3.03 202 105405 LYRICAL TYP. STAIR TREAD/RISER AT LANDING SCALE, 5' • 1 HANDRA I L DETAIL SOLID BLOCKING riAYS.r 2045 TYP. 2012 TREADS 5 00 PARASOLTS 410 S.C. SCALE, 5/0 • HANDRAILS PER DEC. 3/13.01 SIMILAR 5014 STRINGERS TTP. GUARDRAIL DETAIL 204 CAP B/00 M.D. 00.0 IS 1955 .n131E1,, DIN/ISIOV c0 1— a cc uJ a FETING* SC DALE ST STAIR DETA I LS 40556 45017 DRAM DEP OBESE. ATB DAM 4/130/ 73 . 03 SECTION A -1.0 SECTION F -1.0 T.S. COLUMN PER PUN SECTION L -1.0 SECTION S -1.0 TJI PER PLAN STEEL BEAM PER PLAN EDANFIANGE WIDTHA IF -31 a w /2 -44 5) 325N BOLTS ( E ) P.C. PANEL ( NO PANEL AT SIM. SECT. WALL ABOVE PER ARCH. AT SIM. SECT ON -L r / Y" T &G PLYN000 / 0 WOOD PLATE o (A) P.C. PANEL SIDEWALK PER ARCH. 2 ROWS 10m ®fi Dc PLYWOOD SHEATHING PER SECTION V -1.0 STUD WALL PER ARCH. SCALE: 44' =1' -0 D TJI BLOCKING PANEL 16604 "o.3. SPLICE TOP PLATES WRH RNAILS SINKER NAILS TJI PER PLAN (ALIGN WITH NISH PER ARCH. ( TIP. ) SOLD WALL PER PLAN SECTION B -1.0 SECTION G -1.0 SECTION T -1.0 TOG PLYWOOD SECTION M -1.0 SEE FOOTING SCHEDULE. SIZE & REINFORCING T.S. COL PER PUN SUB PER ORIGINAL CONSTRUCTION DOSS CONT. ETA. BEYOND CONTINUE MINE. THRU PAD FOOTING DAB EAR BOLT ( EMBED -MIN. (E) P.C. PANEL 2 ROWS 1OJ O 6 "o.c. DIAMOND ISOLATION JOINT SIMPSON ST2215 STRAP UNDER PLYWOOD OVER FIRST 7 TRUSSES WHERE TRUSSES ARE 16 OVER FIRST 4 TRUSSES WHERE TRUSSES ARE 24 "o.c. w /10 -100 COMMON NAILS MINIMUM EACH ENO %" TOG PLYWOOD LTT20B STRAP w /10-100 NAILS O 48 "o.c. 3x4 FIA BLDG FIRST 10 BAYS TJI PER PLAN (T(P.) 4x6 LEDGER w/ FL A.P. BOLT U 6 "o.3.(EMBED MINIMUM) SECTION C -1.0 SCALE: Ye, -0" TYP. SECTION H -1.0 SECTION N -1.0 SCALE: Y " =1 -0" 4 TS COLUMN PER PUN GROUT )R1GINA 1" LEVELING DN DWG's .� I SEE FOOTING SCHEDULE FOR SI REINF. SECTION U. -1.0 384 BLOCKING TO BE AT PLYWOOD PANEL JOINTS BYx12xl' -0" 4-% "m EKE. BOLTS ( MBED B" MIN.) 0 EDP. BOLT (EMBED 4 MIN. (E) P.C. PANEL GLB PER PLAN Y" BEG. a TN. COLUMN PER PLAN WI' COX PLYWOOD, ONE SIDE /106 COMMON NAILS 146 "8x 21fi" MIN. LENGTH) O .c. AT ALL PLYWOOD EDGES. SPACE NAILS O 12 "9.c. ALONG INTER- MEDIATE FRAMING MEMBERS 5" MINIMUM EMBED SECTION D -1.0 SCALE 39" =1' -0" BEAM PER PLAN SECTION J -1.0 SCALE: Y' =1' -0' SECTION P -1.0 SECTION V -1.0 2 ROWS 108 0 6 "o.c. LTT31 STRAP w /16- 108 NAILS O 48 "3.8. Y' TOG PLYWOOD TJI PER PLAN (PROVIDE TJI /L90 O STRAP LOCATIONS) WEB STFFENER & HANGER BY TRUSS MANUFACTURER W x14 LEDG /1'm IXP. LTS 4 "O.C. (EMBED aVT MIN.) Y" TOG PLYWOOD TJI PER PLAN GLB PER PLAN R EACH SIDE /2 -% "m T ND BOLTS SHIM AT L GB'A OF DIFFERENT DEPTHS PROWDE 2x6 BLOCKING (ON EDGE) O ALL PLYWOOD EDGES SHEATHING PER ARCH• % "m EXP. BOLT O 24 "0.0. (EMBED 5" MIN.) SLAB PER ORIGINAL CONSTRUCTION DWG's 4 CONT. GLB PER PU THRU BOLTS 814 °4x3' -1 Y" T &G PLYWD WALL ABOVE PER ARCH. °BEACH SIDE ' ERG. a (5) T.S. COLUMN 314 x11% PARA O K -1.0 SIM. w /HW412 OFFSET HANGER SECTION E -1.0 (E) P.C. PANEL (NO WALL AT 51M. SECTION) WALL ABOVE ATR ARCH. AT SIM. SECT. ," TOO PLYWOOD TJI PER PLAN GLB PER PLAN E/ B ACH SIDE w /Y "0 E THflU BOLT Y" BEG. B COLUMN PER PLAN SECTION K -1.0 (E) P.C. PANEL FS Y "m OLP. BOLTS (EMBED 5') T I PER PLAN MP.) 14 LEDGER (E) T.S. COLUMN SECTION R -1.0 INSPECTIONS CONTINUED: CONCRETE - INSPECT MBAR PLACEMENT PALORTO POURING. TARE 3 CYLINDERSPORBACH CONCRETE POUR, BUT NOT LEM THAN ONCE FOR BACH 130 CUBIC YARDS OF MEW CO S SLABS S NOR LESS THAN ONCB MILEAGE( OO SQUARE TEST R OP SURFACE AREA BLABS OR WALLS. TEST ONE CYLINDER AT 7 DAVE. TST REMAINING CYLAS DE AT 28 DAYS. SLUMP, AM CONTENT AND CYLINDERS PER UBC MOTION SPECIAL EMPOCDONSBALLALSO BE PROVIDED FOR ALL PELD WELDING, HIGH STREWTH WHILING, AND EXPANBUN BOLT INSTALLATION AS REQUIR ®BY UDC SECTION 17013, SHOPDEAWINO& SHOP DRAWIN GS FORTIO FOLLOWING ITEMS SHALL BB SUMMED TO TM )ARCHRBCP AND STRUCTURAL ENODEMFORROVBW POOR TOPABRICATION. SHOP DRAWINGS Y CONSISTBNO OP REPRODUCTIONS OR COMBS OF AN PORTIONS OF MB STRUCTURAL DRAWINGS WDL NOT B13 ACCEPTED AS SHOPDRAWLYDS NORROVBWBDBY TB ON STBUCIAL.NOIN®RAS SUER 1) RBBPONCBG E'IBBL )PIPLNcoma. OI ccoma. Nemo. Lnb®SOAW, col, Pm. AB. IIEM9 3) STRUCTURAL STEEL 3) D WEB MEMBERS 4) PLYWOOD WB TRUSSES TRH ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS PORDESIDN INTENT ONLY. VBREIGTRON OP DIMENSIONS AND QUANTIPBS ARK TS RS BU PONSLIIY OF TUB ONR41TORAND ARE NOT GUARANTEED BY THE ENGN`BDLOP RECORD. DRAWINGS POR COMPONENTS DAMNED PRIMARILY BYIHB MANUFACTURER SHALL BEAR TIM STAMP OF AMCENSEN WASHDIOTON STATE STRUCTURAL ENGINEER ANU TOME SUBMGTBED TOME STRUCTURAL DNGPEENPORACUAOORY REVIEW FOR COMPLIANCE BB WITH TIM INTENT OF THE STRUCTURAL DRAWINGS AND PORLOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONEITDESIONDRIB RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINOR SUBMISSIONS INQUDB REPRODUCIBLE AND TWO COPIES, REPRODUCELE WILLS REVIEWED ANDESURNOD. SHOPDRAWDI(S MUSTS RHYMED AND STAMPED BY TIM CONTRACTOR PRIOR TO ROWROWDY TBBNBINBR SHOPOBAWB AID QS ARE AN APORPE S LD PLACEMENT AND A SUPBSBDBDBYTS STRUCTURAL DRAWINGS. IT SHALL BB TS S APOSSD.ITY OF TNB GENOAL CONTRACTOR TO MAID CERTAIN THAT ALL CONSTRUCTION IS BR IN FULL AORMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIALCONUTDOND DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, SPACING, ANDOUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DID IN BBSIONS FIELD, OBTAIN ARCHITECTS APPROVAL PRIOR TO ALLPBLD CHANGES. ARCHITECTURAL SEE ARCHITECTURAL DRAWINGS FOE ALL FLOOR AND WALL OPENING DHIBNEONS AND LOCATIONS, FLOOR AND WALL PINSFSS , ETC. MECHANECA ELECTRICAL SYSTEM&. IT SNAIL BE THE GENERAL CONTRACTOR .'AR S&CONTRACIOR'B RSPO Y ILA PROVIDE ALL NECESSARY EINB NORINO AND CONSTRUCTION DOCUMENTS NTS FOR THEIR SCOPE OF WORK: TIES SHALL INCLUDETHEDEDGN OF TINE SYSTOI AND ANT REVIEW AND MODIFICATIONS OF THE BASIC BTRUCIURAL SYSTEM SHOWN ON TRUE DOCUMENTS AB W TILL AS ANT ADDITIONAL STRUCTURAL SUPPORT REQUB T'A0 ED BE0 SY M STE CODE: UNI :ORMBUGDING CODE, 1997 EDITION LIVE LOADS: FLOOR .......... ........._...............125PSP LIGHT STORAGE W RN.......... ._ ...........................80 MPH ZONE, EXPOSURE "B" 90L9M1OC.. ......_......._._..._._._._ZONE EL FOUNDATIONS: SOB.DEARAIG CAPACRY EQUALS 3900 PRE PER THE ORIGINAL CONSTRUCTION ILS UNDISTURBED D EARTH OR O. COMPACTED TO ON D. ALL FOOTINGS MODIFIED PROCTOR PER ASTM BEAR 111397. ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIM. BELOW LOWEST ADJACENT GRADE. CONCRETE: ALL CONCRETE SMALL BE STONEAGGOGATE CONCRETE HAVING A UNIT WHO. OP APPROXIMATELY MS POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: Pc J pu FORPOOTINOS B 'S CONCRETED: ALL EXTERIOR SLABS TO BE A EN AMED 6% PLUS OA MIUS PH CONCRETE SUMGITALS SHALL CONFORM TO SECTION 1909 OF F 'THG IBC. M AND PLACING OF ALL CONCRETE SHALL MEIN ACCORDANCE WITH THE UBC AND ACICODE JIB -99. PROPORTTONOP AGGREGATE). CEMENT SHALL 1113 ASSIICHTO PRODUCE ENS. WORKABLE M LL WITH A MAXIMUM SLUMP OF4INCH ES, WHICH CAN BE PLACED WITHOUT SBOREGATION OR EXCESS FREE SURFACE WATER VG CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTI�tWTSB ON ARCERECTUI AL DRAWINGS. GROUT FOR COLUADTBASES SHALL BB "IE.BECO "MASTER FLOW 8713 BY MASTED INC. OR APPROVED EQUAL.. EPDXYF 00.AA6 ANCHOR BRE . T A CONCRETE MBAR HIT HMSO BE INSTALLED NHOLES UFACTU PACIOR ®BY MITI. ANCHOR HO WITIL BOLTS NDBAR TO IN ALL ®INDREZEOHOLES . 0HE 0193. WTIH MANUFACTURERS SPECIFICATIONS AND ICBO REPORT N5193. REINFORCING STEEL: ALL REPPORCEMENT SMALL CONFORM TOASTMA61582(E1). ALLREDIFORCINO STALL BE GRAM ORA60 (PT= 60,000RI:Pl= 74,000pix IN LAP CONTINUOUS REINFORCING BARS IN CONCRETE A ICATED BELOW, 1' MWABIM UNLESS NOTED OTHERWISE. CORNER BEND) WEL BE PROVIDED FOR ALL HOREONTALREIPORCEMB DETAIL MC. DETA ST IN ACCORDANCE WT113 ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED D CONCRETE STRUCTURES. ES. Af M UM LAP SPLICE LBNGTTS BAR MME 8,3000 M 29" THE 366" T POLLS W INO MPRR)M COVER SMALL BB PROVIDED POR REORORC@ffiFT (UNLESS INDICATED OTBERW IBS ON DRAW BIAS): A) CONCRETE CAST AGAINST PERMANENTLY EXPOSED TO OR.__...._..__......._..._ .......... ..............................B "EARTH FACE B) CONCNCRBIB�O�TOEARTH ORWMTRHR(GSTINFORMS) 46 NS BARS & SMALLER. AR 61 518HARE........._....._ ...... .............................3 .. .............__......_...__.... ' C) CONCEETE NOT WAASMRDD ®TOWBATAOAORINCONTACTTACI WTRG GROUND BLAB. WALLR&I018T.pIt EAR &6MALLDL ...............3 /4" BEAMS & COLUMNS.._._.....___._ .... ............................... 1 -12" TUBE ORAL STEEL: TUBS COLUMNS SHALL CONFORM TO ASTM ASR, MADE B(Ey- 46,000pH STRUCTURAL STEEL SHALLCONFONMTO ACTS A-5N2, ORAD330(FP -SLOW NH. APPLY PRL R COATS PER ARCHITECTURAL SPEC PICATIONB. WEIRS NOT SPECIFIED SHALL BE VW CONTINUOUS MET MINIMUM AL TOO INACCORDANCE WTTHAWS 013 -96 AND BY WASO CERTIFIED WELDERS. WELDERS. USEIRE70XXIOW HYDROGEN UHCTRODS. 9CILANBOU EL 3 STEEL CONNECTORS TO BE MESON, OR APPROVED EQUAL. NAT. ALL HOLES WHIT NAILS AS SPECIFIED BY MANUFACTURER UNLE% BROWN OTHERWISE ON DRAWING. MACHINE BOLTS TO B A307 ;HBOHBTRENOTH BOLTS FOR STE.. STEEL AWN CONNECTIONS SHALL BE AM A321N:EXPANSION BOLTS INTO CONCRETE SHALL BE HIM M.(BOLTH-H'(MANIIPACNRED AND INSTALLED PERIGEE REPORT 0627 DATED JULY 1996)ORAPPROVED EQUAL. FRAMING LUMBER: 2X 6 STUDS...__. LUMBER NOT NOTED SHALL BB DP. WL OR BETTER ALL GRADES SHALL CONFORM TO WWPA WESTERN LUMBER GRADING RULES NH EDITION. ALL BOLTS/MAIN AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WATT STANDARD CUT WASHERS, ALL WOOD IN CONTACT WITH CONCEIVE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION POR ALL LUMBER GLU-LAMI NAIED WOOD MAB PEBB: CONDITIONS OF SERVICE -DRY CONDITION. PRESERVATIVE TREATMENT- UNTREATED WOOD. APPEARANCE - APPEARANCE OF MEMBERS SHALL BB INDUSTRIAL GRADE PROTEC DON- UNLESS OTHERWISE SPEWED), A COAT OF D (BALER SHALL BE LBO TO THE BEDS OF ALL MEMBERS AS SOON AS PRACTICABLE AFTER END TRIMMING. SURFACES OF M1OPBDtS NEED NOT BE SEALED. MEMBERS SHALL BB -LOAD WRAPPED, OUALTIY MARKS AND CERTIFICATS -MADBBO SHALL BE MARKED WITH THE AMERICAN WOOD SYSTEMS APA-BWS TRADEMARK INDICATING CONFORMANCE WITH TS MANCEACIU NG, QUALITY ASSURANCE AND FLAMM PROVISIONS OF AND STANDARD A190.1. I)5LU -LAM BEAMS • GIRDERS RIA MANUFACTURE- MATPLA, MANUFACTURE AND QUALITY CONTROL SHALL i :IN ABD CONFORMANCE WITBA DCANNATIONAL STANDARD AND A190.14983 STRUCTURAL GLUED LAMINATED TIMBER. STRESS VALUES -THE GLUED LAMINATED TIMBER MEMMEMBERS MIN OAF. SHALL PROVIDE STRESS VALUES THAT MEET OR EXCEED B POLIO W DIG: (24P-V4 AT SIMPLE M. SPAN BEAM, ® 4P -VIE AT CANIIIEVER BEAMS) BENDING, P6 2406 AR, 50 HOBJZONTAL SHE" NO 891 S COMPRESSION PPDNDICULAR TO GRAIN pa(tmM. �o) MEpi MODULUS OF ELASTICITY. 13 SW hi ,;I PL YWOOD: ORG 8 (998 FLOOR BNBATRBO.....2IO2APA RATBDSTURO- LPL00R T &G' WIDITEIOR OCAS OR APA APPROV ED EQUAL �1I1lU OIVISIUN BE ALL AS IN DICATE O PRODIILT STANDARD PS. 1 -S, N�dQ10 SHALL BRAE INDICATED ONPL4N. GENERAL NOTES BASS VALUES __....Bb -87955 PRIME TRUS S TO BE IN CGORIMMCD MANUFACTURED E OAMERICAN D TRW HALLBBMANIIFACRV E DPO RTP WITH THE COUNCIL OF OT AMERICAN ACCEPTED PROC 7111 3O ITIIMWITH TIM EO. ALTERNATE TR088S ACTOPI® TO PROVIDED VIDEDL DA ROPORTBSBMLIDEDWITHTOOT HTRUSS PERMANENT AND ALL TA I R IA REQUIRED BRAL1, REPORT UIN SHAL ON O BLOCKBO ,ROTAPAINTANPN'TANp BCIION. DE DESIGN i0N CRITEDA MEW OR EXCEED TBH AOLLOWINO: 9 PSPD.L. [NUM TOP CHORDS TO BBD000LSEI0.SPBCEE I0BS TAMSSUPPLN0BB, THE TRUSS CONFIGURATIONS, INCLUDING DEEMS AND MEMBER SEED, SHOWN ON TIM DRAWINGS INDICATE THE DESIRED TRUES CONFIGURATION AND ARE TOBB COMPLIED O WITH WHEVESPOSSBL. W A TRUSS MANUFACTURER IS UNABLE TO MOST THE LOAD E BSOT BN'B BRECEIED WITH THE TRUSS CONFIGURATION INDICATED, FE ISM SUBMIT WRITTEN NOTICBYO THAT APPECT TO TIE ARCHITECT PRIOR TO SUBMITTING COST PROPOSAL OR BO. IF A DIFFERENT SYSTEMS PROPOSED THAT REQUIRES REVISIONS TO MUM STRUCTURSTRUCTURAL FRAMING OR DDTAUE SUCH SYSTEM SMALL BE CONSIDERED SUBJECT TO APPROVAL OF THE O W NPR, ARCL BTBCP AND ENGINEER. R IS THE RBBPONBEH MINERAL THE NERAL CONTRACTOR AND TRUSS MANUFACTURER VERIFY TO.V THE WEOBT AND LOCATIONS OP ALL MECHANICAL EQUIPMENT PRIOR TO SUMMED SHOP DRAWINGS. IT SHALL DENOTED IN TB TRUSS MANUPAC USERS BU WHIBTHERORNOT AN ALLOWANCE HAS BEEN MADE FOR MEC ANUAL UNITS, TRUSS BDOP DRAWINGS WEL NOT BE REVIEWED WDHOOT CALCULATIONS STAMPEDBY AL A LICENSED STRUCTUR ENGDIEOR. BBPBLTION& A COPY OP ALL INAPBCPIONAOPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO TIM BUDDING OBPARIMDNT, BNUTLE& CONSULTING &NOBEL%TIE OWNS AND TS ARCHITECT ET.HE TESTING AGENCY AORREVBW. TS IBBIDIOAOBNCV SHALL BB AN INDEPENDENT TESTINGAODNCY APPROVED BY TSB BUILDINGDERARTMENT. THE FOLLOWING INSPECTIONS SHALL DE PROVIDED AS A MINIMUM ADD W TONAL INSPECTIONS AS REQUIRED BY TB BUDDING ME DEPARTNT SHALL ALSO BE PRRPORAOD. JOB SITE MUM BEM ENGINOERDO NOT CONSTITUTE AN OPDCML INSPECTION. FOUNDATION - SOBS ENOINREG TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING POOTBGH S AN INDEPENDENT TESIINO LAB APPROVED BY T ARCHITECT SHALL INSPECT CONCRETE AND ROAR AS FOLLOWS. (MRPPCTION9 CONTINUED AT LEFT) REVISIONS N0. DATE 10 -28 -98 GENERAL NOTES SECTIONS JOB No. 98 -55 ENGINEER JS CHECKED AS DATE 10 -2S -RS O Ew rt a 9 ) NTER 4 4 -I V F- r w W x Z ` w) M W V' at z DAVE. d) 4 �4 V U 4 v S -1.0 I 1 OF 2 FOOTING SCHEDULE MARK SIZE REINFORCEMENT F3.0 3'- 0 "x3'- 0'x0' -10" 3 -X5 LW., BOTTOM F3.5 3'- 6 "x3'- 8 "x0' -10" 3 -1/5 E.W., BOTTOM F4.0 4'- 0 "x4'- O'xO' -11" 4 - #5 E.W., BOTTOM F4.5 4'- 8 "x4'- 6'xl' -0' 4 -tS E.W., BOTTOM F5.0 5'- 0'x5'- 0'x1' -I' 5 -Q5 E.W., BOTTOM F5.5 5'- 6'x5'- 6'x1' -2' 6 -R5 E.W., BOTTOM F6.0 6'-0 M-4" 5 -W6 E.W., BOTTOM F6.5 6'- 6'x8'- 8'nl' -5" 6 -R6 E.W.. BOTTOM F7.0 7'- 0 "27'- 0'xI' -8' 7 -#6 E.W., BOTTOM F7.5 7' -6k7 6'x1' -7" 7 -#6 E.W., BOTTOM 5 -fi5 L.W., BOTTOM FA 5' -0 "x28' - 0'x1' -3' 24 #'4 5 W., OP ROOF DIAPHRAGM NAILING DIAGRAM MARK NAILING BLOCKING O 6"o.c. ALL NONE SUPPORTED EDGES j / l / 6 "o.C. ALL EDGES 3x4 FLAT 0 J (E)FR.O SHEAR WALL & COLUMN BASE CONNECTION TO FOUNDATION PER ORIGINAL CONSTRUCTION DRAWINGS L (SE) 5" UNREINFORCED1 L1B ON GRADE. has -o3lo 15" CDX PLYWOOD, ONE SIDE w /NOG COMMON NAILS (.148 2W' MIN. LENGTH) 0 4 "c.c. AT ALL PLYWOOD EDGES. SPACE NAILS 0 12 "o.c. ALONG INTER- MEDIATE FRAMING MEMBERS � -T L_ PARTIAL ; N) 1 . 4 CONT. (E) 2xfi HEAR WALL S ED AAA 2xfi OF�2 A -2.0 FOUNDATION PLAN 2 COL. & FTC. Ej,10 2. '1 ▪ (N)F4.0 SCALE: I /B' 1' -0' NOTES: 1) DIMENSIONS SHOWN TO EXISTING STRUCTURE ARE AS INDICATED ON THE ORIGINAL CONSTRUCTION DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AS REQUIRED. 2) CONTRACTOR & SUBCONTRACTOR SHALL FIELD VERIFY ALL REO'D DIMENSIONS PRIOR TO FABRICATING ANY STRUCTURAL MEMBERS. SECTION A -2.0 PROVIDE 2,6 BLACKING (ON EDGE) 0 ALL PLYWOOD EDGES SHEATHING PER ARCH. 45 "0 EXP. BOLT 36b.c. (EMBED 4" MIN.) SLAB PER ORIGINAL CONSTRUCTION DWG'0 ti + 5-20 N S.W. (TRANSVERSE) LW. (LONGITUDINAL (N)F3.5 ` VY 3 -0 T oPNCtiJ r — I L I (N)F4.0 (N)FA (N)F7.5 ?.' J l C OWMN B ASE P ER ORIGINAL L cGNST. DRAWINGS r r7 - u -1.D 1 — - -- J RG. (NOTE SOME FOOTINGS IN SCHEDULE MAY NOT BE USED. TOP RE INF. IS 2' CLEA BOTTOM REINF. IS 3" C M. E.W. (EACH WAY) TIE TRANSVERSE REINF. TO TOP OF BOTTOM REINF. & BOTTOM OF TOP REINF. TYPICAL REINFORCFMFNT PLACEMENT x574 00 PARALLA e5' g 4n6 LEEG T &G PLYWOOD V �h xt 1 O PARALIA 6 LEDGER L -10 K -1.0 C- 11 5AR,0O L1A 24 "IJI /L90 8 "TJI�L60 : IB'TJI O 1fi oc 0 24 o.c. ' + o PROVIDE 18TJ1/L90 JOIST 0 48 v o.c. AT SEISMIC TIES (SEE SECT. D -1.0) V .AT T x0. -8 A O COL. PER SECT. S -1.0 MEZZANINE N FRAMING PLAN SCALE: 1/8' = I' -C' NOSES: I) TOP OF MEZZANINE OOR FRAING (BOTTOM OF PLYWOOD) ELEVATON ABOVE REFEFLRENCE DMATUM PER ARCH. DRAWINGS. 2) NAIL PLYWOOD PER NAILING SCHEDULE THIS SHEET. 3) NAIL & GLUE ALL PLYWOOD TO FRAMING. 4) ALL DIMENSIONS SHOWN TO EXISTING STRUCTURE ARE AS INDICATED ON THE ORIGINAL CONSTRUCTION DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AS REQUIRED. 5) CONTRACTOR & SUBCONTRACTOR SHALL WELD VERIFY ALL REQUIRED DIMENSIONS PRIOR TO FABRICATING ANY STRUC- TURN_ MEMBERS. NO S: ALL NGT NAH). ILS TO BE CO 1 COMMON (.14B"Ox2R4" MINIMUM LE ) MIL BE SPACED 0 10"o.c. AT INTERMEDIATE FRAMING. 3) PROVIDE 2 ROWS 10d 0 NOV. ". AT ALL DIAPHRAGM BOUNDARIES. DIAPHRAGM NAILING DIAGRAM SCALE: 1 ° =20 REVISIONS N0. DATE I BY 10 -28 -9B 4 4 -J O ~ a } m� �� z w � - U HQn (11, w 0 I- 4 - in t-4 1] 4 Z CO d - u w ifi U OCT 30 4 SHEET CONTENTS JOB No. B8 -55 ENGINEER JS CHECKED JS DATE 10 -28 -96 S -2.0 2 OF 2