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HomeMy WebLinkAboutPermit D97-0275 - VALLEY TRUCK AND EQUIPMENT - SHOP BUILDINGCity of Tukwila �- Parcel No: 092304 -9367 Address: 12421 PACIFIC HY S Suite No: Location: Category: NCOM Type: DEVPERM Zoning: C /LI KR314E SEC923 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT Permit No: D97 -0275 Status: ISSUED Issued: 10/31/1997 Expires: 04/29/1998 Const Type: II -N Occupancy: SERVICE STATION Gas /Elec.: UBC: 1994 Units: 001 Fire Protection: AUTO FIRE ALARM Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: RAINIER VI Wetlands: Slopes: Y Streams: Contractor License No: KgH IN 4( p1.401a OCCUPANT VALLEY TRUCK AND EQUIPMENT INC. 12421 PACIFIC HY S, TUKWILA, WA 98168 OWNER WELCH JOHN T Phone: (206)000 -0000 12421 PACIFIC HIGHWAY S, SEATTLE WA 98168 CONTACT JOHN WELCH Phone: 206 242 -5504 12421 PACIFIC HY S, TUKWILA, WA 98168 CONTRACTOR KBH, INC. 704 228 N.E., REDMOND, WA 98053 r***************************************************** * * * * * * * *,r * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCT 6,250 SQ. FT. SHOP /REPAIR BUILDING. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 322,312.50 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Storm Drainage: Street Use: Water Main Extension: Private: Public: k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 3,308.21 k********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: I hereby certify that I have read and examined " his 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 provi ion of any other state or local laws regulating construction or the perform e of +pork. I am authorized to sign for and obtain this development p Signature • / '' Date:1o0 Print N Public: This pe m't shall become null and void if the work is not commenced within 180 day from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date:(0""43/" /, • Address: 12421 PACIFIC HY S Suite: Tenant 'Type: DEVPERM Parcel #: 092304-9367 CITY OF TUKWILA Q Permit No: D97 -0275 • ISSUED .• 08/21/1997 Status: Applied: Issued: 10/3111997 •k - k * •k 'k •k 'k k * 'k k •k 'k.'k - k.•k •k •k k •k 'k 'k, kk •k :k •k k k •k •k * •k •k 4 •k it •k •4 'k 'k •k •* •k 'k - k •k •k k k k •k 4 'k k '$ •k -k •k k •k •k 'k •k •k - k 'k -k •k 'k k 'k.•k k Permit Conditions: 1 No change, will be made to the plans unless approved by the Architect or Engineer and . t.he. Tu }w-i.1 ._. Btri1dirig Division. �. Plumbing permits shall : -be ob`i'::ained tht;ough Seattle -King :County Department . of P.Ctbl io Health. Plirrb rng w 11 be inspected by that ;agency, :irialuding' all• ga.s piping. • (-296 - 4722). F 1 e 'tri ca l permits ':sha i 1 be 'obtained through . Washington State Division 'of `Labor aril Indust ies and all, electri.c:al work wirri.bejnspeeted by that agent: y' (248 -fib3O) All rechan i,cal..wor }r shall be 'under_ _ separate permit i ; _ sued by the City:'et Tu }w.ila • 5. All pe;rrri ts, inspection re cords, and approved plans Shall be avai lab;le t' the ;l'ob site pr to 'the start of arty con., ,struc,ti'on,,'''Thes;e documents ar e. to be maintained and ava.i l - .t; able final inspection approval is granted. • 6: All;`; .tr•uat. a1Iconcr rte Thal l be special inspected (UBC:` .- .Sec306(a) 1) . 7. • All: structural. welding shai.l .be°- do'ne 'by id. A`:B.rl. certifieed we specia.'l ' i.ripect`ed (UBC .3. A11 high - strength - boltirig 'shall be' :pec.ial inspected (UB.C. 'Gec 3D6(06) 9. When ppecia:l inspe;ction, is either; the owner-, arch=tect or` +, engineer s hall not ify they TO wi•la Bu11dir�ig Divi,ss'on,of` appointment of the inspection agencies prigr'to the 'fi't•:t:,biri;ldirig inspection. ap es, ct al.l siecital.. in,peCt•,ion,,,r4orts shall be submitted to the'Siril�iing' Divisi*, in a timely manner. Reports shall contain address, project .name. permit number and type of inspection being performed: 10. The ,pec:ial inspector• shall submit a final 'signed- report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the . 11. Any exposed insulations backing material shall'have a Flame Spread Rating of 25 or less, and material, shall bear identi- fication showing the fire performance rating thereof. 12. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition). 13. 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 p r o v i s i o n s 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. 14. Notify the City of Tukwila Building Division prior to p l a c i n g any concrete. T h i s procedure is in addition to any requirements for special inspection. 15. There ha 1 1 be no occupancy of the b u i l d i n g ( s ) until the ; f inal in.pe ha ' b c b the Tuk ta: Bu Irssipectcr : ' : 'JENTILATION .I`� .REQU, D FOR , AL L . NEW, 'ROOMS :AND ,''',. ES OF NEW • O R s:,EXISTING BUILDINGS : :IN CONFORMANCE T,HE UNIFORM BLIILD.ING' :CODE. AND:'THE: WASHINGTON: STATE VENTILA_TION'. =.AND; . INDOOR'. AIR`:OUALIITY CO DE. CHAPTER "51 ,�: WAC: • • a Project Name/Tenant: Valley Truck and Equipment. Inc. Existing use: ❑ Retail ❑ Restaurant in Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other shop /repair Value of Construction: 76,000.00 3z-2 ,'312.5o Tax Parcel Number: 097304 -- 9367 -08 Site Address: 17471 Pacific Hwy. Smith SPA tt - lP, Wa. City State /Zip: 98168 Jo Welch, Sr. Building Square Feet: 3840 existing 'fr2":" 1 Phone: 206 242 -5504 Street Address: City State /Zip: 12421 Pacific Hwy. South Seattle, WA.' 98 168 Fax #: 206 246 -2234 Contractor: KBH, Inc. Phone: 206 868 -6689 Street Address: 704 228 N.E. Suite Redmond, Wa. City State /Zip: Fax #: Architect: None Phone: Street Address: City State /Zip: Fax #: Engineer: Larry E. Steward P.E. Phone: 425 392 -0342 Street Address: 74718 . F. Mirr rmnnt nrivP Tcsadiiah, City State /Zip: Wa Fax #: 425 557 - 0534 Co P n: � Phone � et Address: t lc..., ( ,� City St e /Zip: Fax #: Description of work to be done: Replace shop building destroyed in storm 50'X125' Existing use: ❑ Retail ❑ Restaurant in Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other shop /repair Propose,d use: ❑ Retail ❑ Restaurant ❑ Multi- family. ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Same Will there be a change of use? fl yes no If yes, extent of change: Existing fire protection features: ❑ sprinklers © automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 3840 existing 'fr2":" 1 Area of Construction: ( I S Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating g yes ❑ no quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF T1{'WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. NCPERMIT.DOC 1/29/97 FOR STAFF USE ONLY Project Number: PRE Permit Number: APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public 11 Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only in Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit Is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: Application ken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING O R OR T 0 ZED AGENT: Signature: / Date: Print =rne: v A .-. L Poo / .2-5SEDy ity /State /Zip: Fax # 4/ce,a7v23y Addr: ss r ALL NEW COMMERCIAL/ADDITION /M(; - FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWING: �' ALL DRAWINGS TO BE STAMPED 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 ❑ ;21 Copy of recorded Legal Description from King County ❑ r of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433 - 0179 for servicing district. ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433-0179 for .. servicing district. ❑ E Metro: Non- Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ p Vicinity Map showing location of site ❑ 71 Building Elevations (Include dimensions of all building facades and major architectural elements) ,❑ ❑ Mechanical Drawings 6 444( / C:rrQ_)_.f , Mo-' " - = ❑ 71 Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ 13 Architectural drawings ❑ c, Specifications (if separate document) ❑ Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ 71 Height Analysis (� ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey to (7`r'9 ' / � l - (� ❑ Tree Coverage Analysis (Multifamily only ) El 71 Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ 71 Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ W Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions -_.. El ❑ 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 Pub- lic 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 ": -;1 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 P JURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCI'ERMIT.DOC 1/29/97 kk•k*4*kkk * *kkkk **** **4k *kA ** **Il * *A*Akk•kk kA *ckk,A *A *A *•Ak,k•kkkA• * CITY. OF 'TUI <W IL.A, WA 1---aal TRANSMIT k k. * A �Ak A k ** • kAA *kkkh ** *h** **•k*A•k** ** *A*•* *k**A+**k*kA*A*4 **•A•kAh* * Z EUN5MIT :Number: R9700671 Amount: 2,006.75 10/31/ 97 11 :33 Payment, Method: CHECK Notation: VALLEY TRUCK In1t NAB Permit No: D97 -02?5 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 092304 -:367 Site Address: 12421 PACIFIC HY 5 Total fees: 3,308.21 This Payment 2,006.75 Total. ALL Pmts: 3,308.21 Balance: .00 k * *A k* * * *aA *A # ** * *•ik * k**• A**# A*• A**** * *A *A * *AkA ** * A 5 ¢•• k *•AA * * *** Account Code 000/322.100 000/386.904 Description .BUILDING,- NONRES STAFF:: BUILDING SURCHARGE • Amount 2 002.25 4.50 t }96. 11/03 1717 TOTAL 2006.75 *** k**** k**** A********** k*• k******* *k *k* *** * * ** ** ** **Akk CITY OF 1'UKWIL A, WA TRANSMIT * * * * * * * * * *kh* * *k * * ** k: % k+kk* )W *�F. *•k *** *•kkkkkk***A **kkk *V* k TRANSMIT ± Number: 89700631 Amount: , Payment Method: CHECK Notation: VALLEY TRUCK AND Init: SLR 1 301.46 08/21./97 17:27 Permit No: D97 -0275 Type: DEVPERM" DEVELOPMENT PERMIT Parcel No: 092304-•9367 Site Address. 12421 PACIFIC HY 9 Total Fees :' 3,308.21 1,301.'46 Total ALL Pmts: 1,301.46 Balance:. 2, .. * * * * *** **************** h***** A*****+* * * *,4 * * * *** * * ** *.A *•ko**k * ** Account. Code Description Amount 000/345..830 PLAN CHECK - NUNR.ES 1,.301..46 Thi's Payment '3357 08/22 9717 TOTAL 1301.46 Project: Type of ins ct'on: Address: , ( 7.4 f 1 1 ` Date called: ' (S - 9 0 d Special instructions: ` Q•, (��•� - Date wanted; I" r a I I �U �� P.M. Requester: Phone No.: 2. /. ? -r �5 U. ( CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 .;s __INSPECTION RECORD Retain.a.copy/with permit INSPECTION NO. � • Approved per applicable codes. COMMENTS 5/01,1. A Inspector: Receipt No.: i 4 $42.00 - EINSPECTION FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. Corrections required prior to approval. Prior to inspection, fee must CaII to schedule reinspection. Date: Date: PERMIT NO. (206) 431 -3670 f� rojgct: . 1 - 1 - w.. t; U c.� c �l.._ - "... • C �, -1'O Type of inspection: i '.:, ,.c -'r' . 6 / D ate called: - ,n.-, Addres V Special instructions: ... Date wanted: a.m. Requester: .— Phone No.: Approved per applicable codes. COMMENTS= Inspector: • ,jNSPECTION RECORD Retain q copy';with permit 611-J6,15 INSPECT! • N NO. c PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 46 ._6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Corrections required prior to approval. (1,SPE .4-14 t,) eo_ov . Ga D o c= c a c. I � ) (.1191e FT $42.00 REINSPECTICN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date; Receipt No.: .;36 Date: ID # I Test Date I Field Cure Age Days 'Size Inch' Area Sq In Weight Lbs Max Load Lbs I Strength PSI I Set # 4681 1/23/981 71 6x121 28.27 0 1102801 39001 1 4691 2/13/981 281 6x121 28.271 0 1579801 55901 1 4701 2/13/981 281 6x121 28.271 0 1506901 53301 1 FIEL TE F ater a umber A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 Valley Truck :12421 Pacific Hwy S :::Seattle, WA 98168 ..:::1198 -106 : Valley Truck 12421 Pacific Hwy S P o Report Date 1/16/98 nspection!Perfdrrne'd;lL:ocafio Inspection Type: Reinforced Con S/S ....................... ............................... Slab around perimeter of existing slab. em Location: Slab -on -grade Resteel per approved plans & specs. Concrete placed by pump and vibrated. Resteel modification at West area installed per engineer's design. ...... ......... ... aferial :.Da . l Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:30:00 AM 42 62 0 4.5" 3 -5 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Stoneway Plant #: 4 97 4000 400 628540 No 6000 I /II 564 Fine Aggregate: 1935 Coarse Aggregate: Sand: 1419 Fly Ash: Water. 250 Water Added: Air Entrain: Admixture: :::Canformance Conforming to Plan? yes Explain if "No ": Inspector. A. Wycoff Reviewer: :Test.Strength` ;: ;: Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 1/16/98 Fracture Type: (If "Other ", than Cone.) Tested By: S. Brown Reviewed By: M. Jeong Copies To:1 T Building D.: Date Mailed: 2/20/98 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. +'44.{A` }:Si;.�l•:�ti a�T+f {. pS��ET� {�5�:{t >;>!.:'3}'a+xJ.y }f "Y+•i2:� ::43�:4S1MY _ ' A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881 - 5441 12421 Pacific Hwy S Seattle, WA 98168 •,, �,a,• t:: a:na[• •fib •:a f; .; s ;:J {�: #•T,:;:•: #i'•: }t�i�o�}-: { {.�;�.....�:: 5 t....., "'�i +' ':f: #,.,,yy. {.,>,..:.'J t;:; S: ig:;: t¢%#£+$JfJf fio %i,'i.;f!'•.;£•'::5,:- vJ.ti£ <J ;:,•,,..::. £i'•::£.. 'O�.�";8r . s. :i.O.,t:T,�•?i n?n., ..: #: tt'`.. �'�.'E> 'rf/}): its » '.b, . Xah,...' v . v$••ff}'. {• •K,S�k,• , f: .,.k}�{'v.v,{.Jj.f„ :f. y;.; { { } } {i +J: {.J t ., ;t ;;t... ita'•, :�' � �� �►�11•. U }.�.�r.•f4,. }J %:L::•�I.•..t.•4• .f.•,Y,aY,i a'y2i a'!•Y.•'•iJ'�X, f�J:Y���J,>r:i• $:< ;: Can...+::#,'.,.:, f,T, t..:;.'+ 4`. 3.,:.....: .a.:.<::.:Y;.:t.:... ».:..:...Y. x:::T.w>;�... fc,:.:.� �... : ,E .. Y:. n. :..S.., �.J fi7;'` ,'�., • Report Date: 1/14/98 Inspector: M. Jeong Job Time: Date Mailed: 1/23/98 • Reviewer: M. Jeong Air Temperature: 0 :,+.: +)n'•:::ex:: ^•: a:.:{• »� }`„� : • ^, o}:: •f >••xt:..f }. {:t {t , i�•. 4 {+•: a:•}::• n. t {{•. }Y•ta }a:... ,ta.`4 ..: o .•.a. h :. v:..n: fitaJ•.,..t} x' +J: {•: {.i•.•{ t {::., .: ?`•>•tiJ a J;. ,fy {:f• tn.�.:.•: `•:x...: :.Srta: »';t::•Ta.f > }YavAY. tiCoCS>:.;;. tJ roi„ tf?.;J ; >: {. } }v::fJ „J ».� : , ':•$J } +:x£•tb {�;� } •.:: .:: 3 .J y:-.:} r ..5;{. ✓. +G } > > . }•.i }7•iaF: r.2:. - . ..u;:.x•:.,•.: f: ,.,,t•,,•'t .,;.: • ,af.,a,•;., ••: v, • }:,C• }• • n�::.o: � .vJ :.a: w•.t• ;+: {:. :•:i» •:.t{+•,•.,J. + ,• }� -,t /t : •f.o-ai #,.,,a :.,;,;,...,•„ . ti::a,,... .•..:}. <,•.2,:.y.S.,., ,.. y,,,.k�;. +:> ..4a1`tfi #�:: }::: ?•::: .}: C # >.k.::.,•:,:.,: � � ` j ` ! .•:::::::.•r.•::: }f.,.. �k4 :.,to:::::: v,<.: �'.'•�.:;::,•r •: rM.^.'�.+.t».•..t%'i:.... }.,x.:: �.:>� n' +.':i ... 2 ...... .......�s�n.. .....v,:.,4 }:i:.: �.�..i.•:!N {{ so-: v:........ .............:...:....,........ ........... : �.� •- . T �.... ..,..... .:.:.......... .... :- ....:. • ...................... .. .�.,..... tat .,....• Inspected resteel placement and epoxied dowels for shop slab extension in its entirety. Observed all epoxy performance adequate per manufacturer's recommended methods of installation and all resteel placement adequate except West side of slab extension. Due to a change in width of slab from 4 foot to 3 foot deleted 4- # 4 resteel from plan. Owner called structural engineer of record for concurrence of the change. A faxed copy of memo from engineer forthcoming. Concrete inspector to verify the above and final clearance prior to placement of concrete. R CEI EE JAN 3 0 199E COMMON!``` DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. WM74 •. eAt:1:10bWr . r " V*WAMM: ri • ••••;, .' s•••• ' •'• • • •• • ' 4:1 c •: V % 'A :.: • ••• . A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 Truck Cli ENVAD $(.412421 Pacific Hwy S J . Seatthe, WA 98168 EttANNASIMERMIELESEREPhilitalAttraiikar'SINENSONSMINMENSSUM ,.• • Report Date: 1/15/98 • • , . Inspector. . J. Graham Job Time: - 8:30 Date Mailed: 1/23/98 - Reviewer: M. Jeong Air Temperature: 50 OVAIMISSIONSKONSIONMENtr.'...':: On site, as scheduled, for concrete placement for structural slab extension. I was informed by contractor that placement was postponed until next day. No prior notice was given to AAR. 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. D ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 468 1/23/98 7 6x12 28.27 0 110280 3900 1 469 2/13/98 28 6x12 28.27 0 0 1 470 2/13/98 28 6x12 28.27 0 0 1 Ma tertaI RePort Nlutmber:.... A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 CII A ` r ADOI :::Valley Truck 112421 Pacific Hwy S :Seattle, WA 98168 98 -108 . Valley Truck 12421 Pacific Hwy S Tu 097 -0275 Report Date 1/16/98 < {: : dati on; erf d, .. Lo P olrm e Inspection Type: Reinforced Con S/S Location: Slab -on -grade Slab around perimeter of existing slab. Resteel per approved plans & specs. Concrete placed by pump and vibrated. Resteel modification at West area installed per engineer's design. Ott: >< < >Mat n D Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:30:00 AM 42 62 0 4.5" 3 -5 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Stoneway Plant #: 4 97 4000 400 628540 No 6000 I /II 564 Fine Aggregate: 1935 Coarse Aggregate: Sand: 1419 Fly Ash: Water. 250 Water Added: Air Entrain: Admixture: Conforming to Plan? yes Explain if "No ": Inspector. A. Wycoff Reviewer t Stroll g Tested Per Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/16/98 Fracture Type: (If 'Other', Than Cone.) Tested By: S. Brown Reviewed By: M. Jeong . . e til Te ktt sR.Rst. Date Mailed: 1/30/98 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. 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Steward PE 24738 SE Mirronnont Dr Issaquah, Wash 98027 Phone 425 -392 -0342 Fax 557 -0534 Attn: John Welch Valley Truck and Equipment 12421 Pacific Highway South Tukwila ,Wash 98168 Herein are structural calculations for the enlargement of the existing slab to 50 x 125 from the existing size of 40 x96 at the above mentioned address. The slab will support bents at 25 feet intervals for a total of 6 bents. The bents develop a maximum point load of 20,945# vertically downward and a horizontal Toad of 8956 #. The load is transferred to the slab via 3 /4 inch diameter anchor bolts. Using A307 bolts the shear value from the Table I -D of the eighth edition of AISC handbook is 4.4 Quips. Therefore a connection with two bolts would have a design value of 2 x 4.4 kips = 8.8 kip which is is closely equal to the applied 8.9 kips . Therefore the bolts as designed arc adequate. OK Using a slab with f c = 4000 psi the bearing on the full area is 0.25 fc = 0.25 x 4000 psi = 1000 psi. The minimum base plate area is 6inch x 8 inches for a total area of 48 square inches, Therefore 48 x 1000psi = 48,000 #> 20,945 applied. ( working stress design). OK Check punching shear. The minimum depth of concrete in the region of the applied loads is 11.25 inches.(This depth comes from flexural considerations in the 6 foot wide slab) The shear value for slabs is taken as 2(f c) = 2(4000) 126 psi. ( working stress) . Using d/2 for the distance from the edge of the base plate the distance is 11.25/2 = 5.625 inches. Therefore the 6 "x8" base plate would expand to 5.625x2 +6 = 17.25 inches on two sides and 5.625x2 +8 = 19.25 inches on the other two sides for a total distance of 2(17.25 +19.25)= 73 inches. The shear area becomes the depth times this perimeter distance. 73 x 11.25 = 821.25 square inches. This area multiplied by 126 psi give a supporting value of 821.25 x 126 psi = 103,478# > 20,945 #. OK Check foundation bolt embediment length to develop 4.4 kips in 1/4 inch bolt use u„ = 1/2(4.8)(4000/3 /4) = 175 pse>160 psi use 160 psi. 4400 #/160 psi = 27.5 square inches of bond area . Perimeter of % inch bar is 2.36 inches. 27.5/2.36= 11.65 inches. As the minimum slab depth is 11.25 inches the plain ' /4 inch diameter bar cannot develop its design strength of 4.4 kips without a hook. The hook needs to be bent at a point where there is 3 inches of clearance between the bottom of the concrete slab (cast on earth). This gives a depth of 11.25 -3= 8.25 inches to the bottom of the hook. A 3.4 inch long hook plus the 8.25 inches of embed gives the required, - `k .. \\ J ik.N length. C, R??‘" Design of slab reinforcement and slab thickness Assumption 4000 psi concrete and grade 60 rebar Type 4 soil with 1500 psf allowable foundation pressure Lateral sliding 0.25 friction coefficient Lateral bearing 150 # /ft /ft Design for 4 foot wide strip on west side of slab. 21 kip load is distributed uniformly over width so Toad per foot of slab width is 21kip /4 = 5.25 kips 0,"‘ 3 p X37 , { . 1 J f r i 4 foot The soil is assumed to deflect the most directly under the point of load and at a point midway between the bents(25' /2 away from bent) there is assumed to be no deflection. The slab is looked at NECEIVED as a beam 125 feet long with'' Y2 the 21 k load at the end bents and 21 kips every 25 feet. The pointsCITY OF TUKWILA AUG 2 1 1997 Et1- Cilie PERMIT CENTER • midway between the beams are considered as fixed and do not rotate. The formula for maximum moment for a point Toad is PI /8 at center and ends. The working load is (21,000/4) x 25'/8= 16,406 Ft. lbs. Compute maximimu reinforcement ratio for material strengths rc =4000 psi and fy= 60,000 psi Pb = (0.8513 f c/fy)(87,000/87,000 + fy) = 0.0285 pb= 0.75Pb = 0.75 x 0.0285 = 0.0214 Mu = 1.4D +1.7L Use 1.7 as dead Toad and live load are undefined 1.7 x 16.4= 27.9 ft. kips Ultimate strength design Table 2 page 9 -7 moment strength of ACI 318 -77 (Building Code Requirements for Reinforced Concrete) Try d = 12" ( 27.9 x 12 x 1000)/ 0.90 x 4000 x 12 x 12 = 0.0587 enter table with 0.0587 and w= 0.061 p =w reify = 0.061 x 4/60 = 0.0041 As12 ",l = 0.0041 x 12 " x 12" = 0.58 in' per foot of slab width Try d = 10" (27.9 x 12 x 1000)/ 0.90 x 4000 x 12 x 10 = 0.0775 w= 0.082 p = 0.082 x 4/60 = 0.0054 As = 0.0054 x 12" x 10" = 0.656 in With 3 inches of cover at the bottom of the slab the overall depth is 10" + 0.50/2 + 3" = 13.25" As number 4 bars are easy to bend and handle and have an area of 0:20 in the spacing of the bars as main reinforcement is (0.20/0.656) x 12 " per foot = 3.65" center to center of # 4 bars . To simplify use # 4 bars at 3 '/ inches on center with center of bar 10 inches below top surface of slab. Use a minimum of 0.0018 of cross sectional area for the bars going at 90 degrees to the main reinforcement. This gives a minimum cross sectional area of 0.0018 x 10" x 12" = 0.216 inches per foot . The bar spacing perpendicular to the main reinforcement is (0.20/0.216 ) x 12" = 11" for # 4 bars. Since there are two layer of bars the bars can be located at 18 inches on center to give an effective spacing of 9 inches which is more steel than a single layer at 11 inches. The above design is for the 4 foot wide slab on the west side of the existing slab The design below is for the 6 foot wide slab on the east side of the existing slab. The 6 foot slab width has a ultimate moment of 27.9 x 4/6 = 18.6 ft. kips Therefore there will be less reinforcing steel and Tess depth of concrete required For a d of 8 " (overall Depth of concrete =( 8+0.50/2 + 3 = 11.25 ") (18.6 x 12 x 1000 /0.9x 4000 x 12 x 8 = 0.081 w= 0.085 p = 0.085 x 4/60 = 0.0057 As = 0.057 x 12" x 8" = 0.54 inches Spacing = (0.20/0.54) 12" = 4.4 inches say #4 at 4.5 inches on center Using the same criteria as above the end bents would be supported on cantilever portions of the slabs. Preliminary calculations indicated that this would result in large areas of steel reinforcing to the point where it would not be economical. There fore it was decided to use poured concrete piles at the four corner of the new slab. Holes would be bored into the ground and concrete poured into them below where the end bents had their base plates. A case 580 backhoe was used at the south end of the slab to dig a test hole to determine the soil type. The soil type was a hard loamy clayey sand with bearing capacity from the UBC of 1500 psf. From 1994 UBC 1807.10 page 2 -53 " Exception: Any uncased cast -in -place pile may be assumed to develop a frictional resistance equal to one sixth of the bearing value of the soil material at minimum depth as set forth in Table 18 -1 -A but not to exceed 500 pounds per square foot ." '`, � , � ..• ' ,• �' ' - ` `. ��:-.~,,:... ''� �^ � ' ' ` ''' • � �' ' `,� . Bearing and frictional = �� � frictionsurface required. ' Ib '_ =46 . square feet. Since the slab has some top steel which will _ o:sim Ioad tliat need by carried by the pile. The ski friction surthce is rcduccd by ¼ 10 give 5750 Ibs/250 for and skin friction area of 23 square feet. .A 18 inch diainetcr pile would have a perimeter o[3.l4m 1.5'= 4.71 ft. %3uguum:feei divided bv4.7l ft. give upile depth of 4.88 ft. Go 8 fee t a 18 inch diarneter pile (0 help prevent the influence of any wet soil toward the,top.. 0 A 25' -0 .. p CTIONS SCHEDULE a COL. LNS `7 1HRU'5 v A ietaAc howti IN ion., Nee • 25' -0 125' -0 0/0 51111 25' -0 0011W or ALL BAY RA115 ARE Al IRE EN. F1R. ELCVA110N UNL. N1D ANCHOR BOLJ SETTING_ PLAN I r. M � MM *I* I I: 25' -0 w►andoo 1 Va IIel 'Tr,. c 25' -0 oa. 0n.s k st E w►�' 0, -i 0 0 0 z , C I "WATER. GINE -.... .. 0 N £/'PLANTER sTR l P 322 . 5 9 .......... �.,, e .....,., w... a�xa: wna. aa�..l n�..n n« f..... �++ �.. �.... �.. �....... «........� ON .Estilt.,DING UNISON 6" . EER RECEIVED CITY OF TUKWILA AUG 2 1 1997 F!ERMIT CENTER VALLEY 'TRUCK '4 EQuIp )2y21 PACIFIC HWy 50. /1=501 Io ( .crr4;•. us TOP HAT 714 SW 1065W 1 19TH 2 4 lel A iN M. 111 11414 ST (11 (144 II 115TH .:3 Ow W I •TN a • s w sir # 1irTN • • 1 NL In 4 ST 2 ST SW 114144 ST IIO N SW 115 IT IHTH PE SV •- 5W 119144 51 I i f W 1 8 144 T 5W ® sw R 130 ne . 11, 1■ Dint LBW IS r0 ra ■ SW ISST mum t fSK4 sw h ril SI I4 N II. 5 Mira. k isrli 55 ; 5T 9 N ` 148 ST Vt ea3 33 8 51 " JECT LOCATION ;1 m P '0 • ,'S v is Col.. 7 as a , •• ;•, 5 10 , � tel �^ m s 5126 $T .1G� 4 .Inns m m A 40 S 1 . H w 11 n4 R • 140TH 3t T • M M Go 12414 © © < 15 <> a!•° 17 ST " 10 4- IIRN� 5 112tH 0 110 4T'+ } 14240 146TH a D a' 13. N 51 air ii t IOW fit 4 b ' t Hist1 . m a 40 44.3. V 9 • IuTH S DoE A ' �T OWN It • '.�I S If�4tN 1 ST t: 10NOIENK R�t S [ ' . \ — ! RIYCItON �� t..: :1,,t f ♦ `\ ot . :.11:4.3s4. I •...f w �P:: ( t 8 13 I : S " < �S,µ I T N Y [ ? L} �� II N 4 ° ,, ., +� V 44514 '. t ST ■ 5 ST ®1© 1151N A A 140 _LE 1tLSX,1Nb 316 ST. flip. 5 I11 307 ST I 14111 etd 6 1 1 F Wt 1 ■I 1111T aM1 ISZ rMR ■ • 1 . so SW R tw1 ►I M r 1T N,. 5W 128 ST I +L /ASP 2 A Nrft w IINf a P • „ tar tzdai a 2 N EC ■ of " ST " ©1 ° j4W . 10 1 II NM • IP CONCORD 51 51 DIREC 4R104 5 10 +J e, F ST 41 3 f t116LE �Sr 5j so x : P R � } • 1.. S BOND 2 ST 4. . 11N>Iraai" I I L W I MINOS N S COOPER !Mk s r l . +f . Z13i Ital. 3 RD 1 (l TONS • 5 • UI ern 017 L ,0 jti 3,1 • VICINITY MAP NOT TO SCALE ITV OF WILA UG 2 1 1997 PERMIT CENTER LEGAL DESCRIPTION VALLEY TRUCK AND EQUIPMENT, INC. 12421 Pacific Hwy. South Seattle, Wa. 98168 Property tax lot H 092304 -9367 That portion of the North Half of the North Half of the Southeast Quarter of the Southwest Quarter of Section 9, Township 23 North, Range 4 East, W.M., in King County Washington, lying West of State Highway No. 1 and East of a line running from a point on the North line, 614.26 feet East of the Northwest corner of said North Half of the North Half of the Southeast Quarter of the Southeast Quarter,'to a point on the South line, distant 609.73 feet East of the Southwest corner of said North Half of the North Half of the Southeast Quarter of the Southeast Quarter: EXCEPT that portion thereof, described as Follows: Beginning at the Southeast corner of the above described tract; thence Northerly along the West margin of State Highway NO. 1 a distance of 246 feet to the true point of-beginning; thence Southwesterly at right angles 130 feet; thence Northerly parallel with the Westerly margin of said highway to the North line of the above described tract; thence East along said North line to the West margin of State Highway No. 1; thence Southerly along said West margin to the true point beginning. (Being known as Tax Lot No. 9367 -08) CITY OFETUKWILA AUG 2 1 1997 PERMIT CENTER MEETING DATE/TI 1 , SI TtADDRE • Pre- ' pplication Cheklist CITY OF TUKWILA • Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE- APPLICATION: FILE NO:: +PRE 004 • ti PROJEI P ENVIRONMENTAL ykom\o/.14: TRIICRING; °b. EQDIPIGINT 2�,, `PACIFIC; HY . The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. RECEIVED CITY OF TUKWILA AUG 2 1 1997 PERMIT CENTER ultimate moment diagram for east side ultimate moment diagram PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER ben- a� O PROJECT NAME Q Truck t egy DEPARTMENT: BUILDING DIVISION PUBLIC MCS DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n COMMENTS REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) C:ROUTE -F Cxd. Co FIRE PkVENTION Q STRUCTURAL Ej CORRECTION DETERMINATION: APPROVED El APPROVED W/ CONDITIONS NOT COMPLETE U NOT APPLICABLE El DATE DATE DATE DATE DUE DATE N 10 -30 - 97 Lon PLANNIN_C; VISION PERMIT COORDINATOR 1 1 TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF Ei (If routed by staff, make copy to master file & enter Sierra.) DUE DATE It/ 1 31 97 APPROVED n APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) Q DUE DATE NOT APPROVED (attach comments) 0 (Cututtesaon of occupancy required. ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMB ER b -17• O a- 0 DATE 10 PROJECT NAME \J (1 ' lel IUCK t e q p ' , --Recision sk DEPARTMENT: BUILDING DIVISION PUBLIC WORKS LJ L J DETERMINATION OF COMPLETENESS: (T,Th) • • COMPLETE COMMENTS TUES /TIIURS ROUTING: PLEASE ROUTE E ROUTED BY STAFF f n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL 1 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED fn APPROVED W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED F7 APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F NOT COMPLETE DATE DATE ..».,...,.......,.. ... ............ ...,.....«...«....,.n,.,v rosn e.r x.nwmarr .an:.wwisw v,�nn....,.k.xw.m FIRE PREVENTION n PLANNING DIVISION STRUCTURAL PERMIT COORDINATOR Q DUE DATE NA NOT APPLICABLE Ei NO FURTHER REVIEW REQUIRED 11C- DATE 14.34" DUE DATE 11/ 1 3) 97 NOT APPROVED (attach comments) E DUE DATE NOT APPROVED (attach comments) Q (Certification of occupancy required. ) ACTIVITY NUMBER D97 -0275 PROJECT NAME TUES /THURS ROUT LNG: PLEASE ROUTE REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERV INATION: APPROVED REVIEWERS INITIAL C:ROUTE -F DATE P.ywii C.00ra'irta*�r CoJ PLAN REVIEW / ROUTING SLIP VALLEY TRUCK AND EQUIPMENT, INC. DEPARTMENT: ING DIVISION FIRE PREVENTION ►n G DIVISION klgORIkn P\WC- Va3/Cti • 3 - a6Cr STRUCTURAL COORDINATOR r DATE DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE COMMENTS DATE DUE DATE 8/26/97 NOT APPLICABLE ROUTED BY STAFF i l (If routed by staff, make copy to master file & enter Sierra.) 8/21/97 NO FURTHER REVIEW REQUIRED E t 1 DUE DATE APPROVED ( APPROVED W/ CONDITION NOT APPROVED (attach comments) C0( ( C \ (a) (\e( 'Z11 mailer (-1 -to .1(Ap REVIEWERS INITIAL DATE (Cm fiacion of occupancy required. 9/09/97• DUE DATE APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) Q ACTIVITY NUMBER D97 -0275 PROJECT NAME VALLEY TRUCK AND EQUIPMENT, INC. DEPARTMENT: BUILDING DIVISION M PUBLIC WORKS DETERMINATION OF COrvJPLETENESS: (T,Th) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED fl CORRECTION DETERi\'JINATION: APPROVED ' fl APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F 446 -- PLAN REVIEW / ROUTING SLIP FIRE PREVENTION 3 ?2 DATE 8/21/97 PLANNING DMSION' E STRUCTURAL n . PERMIT COORDINATOR 1 1 APPROVED W/ CONDTTIONS DATE D/9 REVIEWERS VIEWERS INITIAL. Gr p— DATE t DATE DUE DATE 8/26/97 DUE DATE COMPLETE NOT COMPLETE NOT APPLICABLE COMMENTS - *ortvAltim 41 1 D UGtt`i 64A,,,„...0 44 To Cis Ai- Y.- 2 45uit TUES /TE URS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF E (If routed by staff, make copy to master file & enter Sierra.) 9/09/97• NOT APPROVED (attach comments' t DUE DATE NOT APPROVED (attach commcnts) (Cettifiasioa of occupancy required. ) �. ai.IJ. + >'s yt, , •x v. At.1:! ' `• .C' 0= try- a: iM9ii: GWW.; nuve ,.1fJiSkrA9P∎?V,TPOWCOSczt ,zet.V3t4m:nway.a!rctr'"ud!Hxa 't?ritvOM ILVE PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMPLETE COMMENTS ROUTED BY STAFF REVIEWERS INITIAL REVIEWERS INITIAL APPROVED REVIEWERS INITIAL PLAN REV 1 1-4,W / ROUTING SLIP ACT1VIIT NUMBER D97 -0275 [l VALLEY TRUCK AND EQUIPMENT, INC. DETERMINATION OF COMPLETENESS: (T,Th) TUES /TSURS ROUTING: PLEASE ROUTE 1 X NO FURTHER REVIEW REQUIRED C (If routed by staff, make copy to master t9le & enter Sierra.) L APPROVALS OR CORRECTIONS: (ten days) APPROVED [1 APPROVED WI CONDTTIONS J FIRE PREVENTION 111 PLANNING DIVISION' STRUCTURAL E . PERMIT COORDINATOR NOT COMPLETE L J NOT APPLICABLE l CORRECTION DETER1N NATION: APPROVED W/ CONDITIONS DATE DATE y207. DATE 9P/9 DATE DUE DATE 8/26/97 8/21/97 DUEDATE 9/09/97. NOT APPROVED (attach commcats) L DUE DATE NOT APPROVED (attach comments) E (Ccrdficanon of occupancy required. ) ...24 iu.n1 ti�'.rA�:�rF7r PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0275 PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS L VALLEY TRUCK AND EQUIPMENT, INC. FIRE PREVENTION STRUCTURAL ri4`+l kYCSS '�RkF:Li TY"ompoar ,, 3= 1 ;! ^:. DATE 8/2 1/97 PL4NNTNG DIVISION' im PERMIT COORDINATOR E 4 DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE L TUES /THURS ROUT) NG: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF In (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE _ ' LZ(0 fl? APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F APPROVED W/ CONDITIONS PK1 CORRECTION DE'i'ERIVI Ii ATION: APPROVED I I APPROVED W/ CONDITIONS DATE DATE DUE DATE 8/26/97 NOT APPLICABLE DUE DATE 9/09/97• NOT APPROVED (attach comments) C 1 DUE DATE NOT APPROVED (attach comments) (Cemfiradam of occupancy required. ACTIVITY NUMBER D97 -0275 PROJECT NAME VALLEY TRUCK AND EQUIPMENT, INC. DEPARTMENT: BUILDING DIVISION E FIRE PREVENTION n PLANNING DIVISION PUBLIC WORKS III STRUCTURAL E DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE 7i'" COMMENTS ' TUES /T$URS ROUTING: PLEASE ROUTE E ROUTED BY STAFF REVIEWERS INITIAL MI S" APPROVALS •R CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS C REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP CORRECTION DETERMINATION: APPROVED E REVIEWERS INTTIAL C:ROUTE -F APPROVED W/ CONDITIONS irt: i?. LS"};, :b; ?ir?'x65c:ti1:`SEF.* .�9= %•Yi,4:`�@L NOT COMPLETE IJ ed by staff, snake copy to master file & enter Sierra.) DATE DATE DATE INt1177 MYtZ DATE PERMIT COORDINATOR Q DUE DATE 8/26/97 NOT APPLICABLE fl 8/21/97 NO FURTHER REVIEW REQUIREI DUE DATE 9/09/97• DUE DATE NOT APPROVED (attach comments) NOT APPROVED (attach comments) fl (Certification of occupancy required. _ ) . 401 riaSk?eWkMr:1: *..?x!!is�CP'�ti Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic — X 1 00 = Concrete/Masonry Option All Other Roofs Applicant Address: 12421 Pacific Hwy. South 1 19 Opaque Walls J� .. ' i Below Grade Walls l� / /A Floors Over Unconditioned Space ) / r�1 Slabs -on -Grade ~ ) / ) 0 Radiant Floors i/ /t Maximum U- factors Opaque Doors a 1 4° Vertical Glazing Overhead Glazing UV + 6 0 Maximum SHGC (or SC) VerticaVOverhead Glazing ' Space Heat Type ❑ Electric resistance ❑ All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) • Gross Exterior (vertical & overhd) divided by WaII Area times 100 equals % Glazing — X 1 00 = Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address Valley Truck and Equipment Date 12421 Pacific Hwy. South For Building Department Use Seattle,, Wa. 98168 Applicant Name: John T. Welch Applicant Address: 12421 Pacific Hwy. South Applicant Phone: 206 242-5504 1994 Washin tnn State Nonresidential Ener Code Com a fiance Form e Envelope. Summary . Climate Zo 1 ENV -SUM 1491 Washington State Nonresidential Energy Code Compliance Forms ADM 1994 Project Description I ❑ New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option Prescnptive ❑ Component Performance ( See Decision Flowchart (over) for qualifications) ,j❑ ENVSTD u.v ❑ Systems Analysis Semi- heated space' Minimum Insulation R- values R oofs Over Semi - Heated Spaces' I 'Refer to Section 1310 for qualifications and requirements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC a 9.0 Btu/It —7 below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U -factor r RECEIVED CITY OF TUKWILA OCT 0 1 1997 PERMIT CENTER Project Info Project Address Valley Truck and Equipment Date 12421 Pacific Hwy. South For Building Department Use S ca t t l e, WA- 98168 Applicant Name John T. Welch Applicant Address 12421 Pacific Hwy. South Applicant Phone 206 242 -5504 Location (floor/room no.) Occupancy Description Allowed Watts per ft " Area in ft Allowed x Area Covered Parking — I ■cn l 44 wl 0.2 W /ft '= } f '2 7 5 0.2 W/ft Outdoor Areas 0.2 W/ft Bldg. (by facade) 0.25 W /ft Bldg (by perim) 7 5 W/11 _ Note for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts " From Table 15 -1 (over) - document all exceptions taken from footnotes Total Allowed Watts Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking — I ■cn l 44 wl 0.2 W /ft '= } f '2 7 5 0.2 W/ft Outdoor Areas 0.2 W/ft Bldg. (by facade) 0.25 W /ft Bldg (by perim) 7 5 W/11 _ Note for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts • Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Descnption Allowed Watts per ft or per If Area in f (or If for penmeter) Allowed Watts x ft (or x If) Covered Parking — 0.2 W /ft Open Parking 0.2 W/ft Outdoor Areas 0.2 W/ft Bldg. (by facade) 0.25 W /ft Bldg (by perim) 7 5 W/11 _ Note for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Extenor Total Proposed Watts 1994 Washir )n State N Ener Ct+ : Com•liance Form Lighting Summary • LTG-SUM 1994 hash,ngton State Nonres,aenuai Energy Coae Comoi,ance Forms Project Description f ❑ New Building ❑ Addition ❑ Alteration Compliance Option ❑ Prescriptive ❑ Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over) Indicate Prescriptive 8 LPA spaces clearly on plans ) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60 % of the fixtures are new. and installed lighting wattage is not being Increased Maximum Allowed Lighhng Wattage (Interior) Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) April 1994 Maximum Allowed Lighting Wattage (Exterior Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) : * DESIGN LOADS DEAD LOAD COLLATERAL LOAD 0.0 PSF IMP. FACTOR 1.0 SEISMIC ZONE 3 DESIGN CALCULATIONS FOR JOB # 81-97862 PROTECT REFERENCE • . SENTINEL BUILDING SYSTEMS, INC. PROJECT LOCATION . SEATTLE, WA • "A" BUILDING TYPE • CS BUILDING WIDTH 50'-0" • . • BUILDING LENGTH 125'-5" EAVE HEIGHT 20'-0" ROOF SLOPE 1:12 WEIGHT OF THE METAL BUILDING STRUCTURE ONLY LIVE LOAD 30 PSF ROOF / 30 PSF FRAMES WIND LOAD 80 MPH EXP. "C " APPLIED IN ACCORDANCE WITH 1994 EDITION OF "UBC ". s, NP .0 co co i.:;p . 41 „ t•AeCA • 'y o ckCA : C.C.‘ SEP 2 4 1997 RECEIVED DV 01 1097 JOB TITLE DESCRIPTION CC1 5 0 xlz.:s x 30/t,/ /e/x6/ 0.100 F ,p,c1E. • JOB NO 8/ - 9 8G0 2. 2 QUOTE NO DESIGNED BY 1-s CHK'D BY ikir DATE 6-1747 SHEET NO eve-1/#7-s (5z/3, ez/V, 5z/6 z/ gz/3)/5 I 13'__ 312_ / (g/6, F2/3, 7/6) / EntiWdll e w8xio x 0 2.4A3.501 C13 4 ** DESIGN CRITERIA *** • * * * LOADING COMBINATION 1. DL+LL 2 . DL+WL *** CRITICAL ROW SUMMARY TOP FLANGE BRACED AT 1.00 FEET *** • MIDWEST METALLIC *** PURLIN DESIGN *** JOB NUMBER : 97862 ( FULL OPTIMIZATION ) GEOMETRIC DATA *** BAY SPACING (FEET) : 5@25 INSET LEFT ( FEET) : . 667 INSET RIGHT ( FEET) : . 667 PURLIN EXTN LEFT ( FT . ) : . 00000 PURLIN EXTN RIGHT (FT . ) : . 00000 ROOF SLOPE : 1.000/12 HORIZONTAL SPACING (FT . ) : 5.00000 PURLIN DEPTH ( INCH) : 8.00 DEAD LOAD (PSF) : 2.00 LIVE LOAD (PSF) : 30.00 WIND VELOCITY PRESSURE (q) : 18.600 PSF SPECIAL WIND COEFF : -1.00 MAX . COMBINED SHEAR AND BENDING UNITY CHECK : 1.035 MAX . SHEAR OR BENDING UNITY CHECK :1.035 MAX . DEFLECTION LIMIT PER SPAN : L/150 SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL .+ LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) ---- 1 .6667 .0000 8Z13 .0000 -1.0000 -.0834 .1594 2 24.3333 .0000 8213 1.2291 -1.0000 -.0834 .1594 3 25.0000 2.4791 8Z14 1.2291 -1.0000 -.0834 .1594 4 25.0000 2.4791 8Z16 2.4791 -1.0000 -.0834 .1594 5 25.0000 1.2291 8Z14 2.4791 -1.0000 -.0834 .1594 6 24.3333 1.2291 8213 .0000 -1.0000 -.0834 .1594 7 .6667 .0000 8Z13 .0000 -1.0000 -.0834 .1594 PAGE 1 3 * ** FLANGE:BRACB:.INFORMATION"' SPAN :NOLENGTH OUTSIDE INSIDE :SPANNO : ( FT..) :BRACES BRACES: ; : 1 ;. 667 _ ::; .:1@'.'6667 1 @ 6667±. 24.333 25 @1 :0000 1 @24.3333 3 25.000 25 @1.0000 ,1 @25 0000'.° 25;:;000 25 @1.0000 . 1 @25.,0000: 25.000 25 @10000 • 1 @25. 6 24::'333 25 @1::0000 1 @24.3333. ., 7 .:.667 `:1 @.6667., `1 @.6667 JOB NAME: 97862 LOADING COMBINATION -- DL +LL * ** PURLIN DESIGN * ** PAGE 2 LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 8.47 9.06 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.04! -.11! 8.47 9.06 .01 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.04! 1.53! 8.47 9.06 .17 .00 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 7.35! .00! 8.47 9.06 .00 .87 .87! 167 !RL! -7.14! -2.15! 8.47 9.06 .24 .84 .77! !RS! -9.89! -2.34! • 14.95 13.36 .18 .66 .47! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/ !LS! -9.89! 2.07! 14.95 13.36 .15 .66 .46! !LL! -5.26! 1.67! 6.08 4.31 .39 .86 .90! 3!FM! 3.52! .00! 6.48 4.31 .00 .54 .54! 439 !RL! -5.79! -1.72! 6.39 4.31 .40 .91 .98! !RS! -8.02! -1.92! 11.72 6.83 .28 .68 .55! LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -8.02! 1.99! 11.72 6.83 .29 .68 .55! ILL! -3.57! 1.60! 5.17 2.53 .63 .69 .88! 4!FM! 4.44! .00! 5.23 2.53 .00 .85 .85! 222 !RL! -3.58! -1.60! 5.17 2.53 ! .63 .69 .88! !RS! -8.02! -1.99! 11.72 6.83 ! .29 .68 .55! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- UNITY CHECKS ! DEFL !LS! -8.02! 1.92! 11.72 6.83 .28 .68 .55! !LL! -5.78! 1.72! 6.39 4.31 .40 .90 .98! 5!FM! 3.52! .00! 6.48 4.31 .00 .54 .54! 439 !RL! -5.27! -1.67! 6.08 4.31 .39 .87 .90! !RS! -9.89! -2.07! 14.95 13.36 .15 .66 .46! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -9.89! 2.34! 14.95 13.36 .18 .66 .47! !LL! -7.13! 2.15! 8.47 9.06 .24 .84 .76! 6!FM! 7.35! .00! 8.47 9.06 .00 .87 .87! 167 !RL! .00! .00! .00 .00 .00 .00 .00! ?S! -.04! -1.53! 8.47 9.06 .17 .00 .03! i) JOB NAME:. 97.862, LOADING COMBINATION -- DL +LL PAGE 3. ':TJO!MOMENT! . SHEAR! ALLOWABLE FORCES ! UNITY. CHECKS ' ! DEFL': K -FT! KIP 1 -MOMENT (Ma) SHEAR (Va):.1 SHEAR. BEND' 'COMB! L/- !LS! _.04! .11! 8.47.: 9.06 !...:. .01 .. .00 .00! . !LL! .00! :. :.00! .00 .00 ! .00 .: .00 .00! 7!FM!. .00! .00! .00. .00. ! ..00 .00 .00! .!RL! .00! .00! .00 .00. !: .00 .00 .00! ! RS ! ' :00!. .00! 00 . 00 ! .: .00 .00 00:!. JOB NAME: 97862 LOADING COMBINATION -- DL +WL * ** PURLIN DESIGN * ** S^!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 11.29 12.08 ! .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .02! .06! 11.29 12.08 .00 .00 .00! PAGE 4 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES !. #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .02! -.80! 11.29 12.08 .07 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.84! .00! 7.91 12.08 .00 .49 .00! 320 !RL! 3.72! 1.12! 11.29 12.08 .09 .33 .12! !RS! 5.18! 1.23! 19.94 17.82 .09 .26 .08! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L /- !LS! 5.18! -1.08! 19.94 17.82 .08 .26 .07! !LL! 2.75! -.88! 8.64 5.74 .15 .32 .12! 3!FM! -1.84! .00! 6.05 5.74 .00 .30 .00! 839 !RL! 3.01! .90! 8.64 5.74 .16 .35 .15! !RS! 4.19! 1.00! 15.62 9.11 .15 .27 .09! LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 4.19! -1.04! 15.62 9.11 .15 .27 .10! !LL! 1.87! -.84! 6.98 3.37 .25 .27 .13! 4!FM! -2.32! .00! 4.88 3.37 .00 .47 .00! 425 !RL! 1.86! .83! 6.98 3.37 .25 .27 .13! !RS! 4.19! 1.04! 15.62 9.11 .15 .27 .10! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 4.19! -1.00! 15.62 9.11 .15 .27 .09! !LL! 3.02! -.90! 8.64 5.74 .16 .35 .15! 5!FM! -1.84! .00! 6.05 5.74 .00 .30 .00! 839 !RL! 2.74! .87! 8.64 5.74 .15 .32 .12! !RS! 5.18! 1.08! 19.94 17.82 .08 .26 .07! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 5.18! -1.23! 19.94 17.82 .09 .26 .08! !LL! 3.73! -1.12! 11.29 12.08 .09 .33 .12! 6!FM! -3.84! .00! 7.91 12.08 .00 .49 .00! 320 !RL! .00! .00! .00 .00 .00 .00 .00! c_ 4S! .02! .80! 11.29 12.08 ! .07 .00 .00! JOB : NAME: :977,862 • LOADING COMBINATION DL+WL • . . , ! Y'LOMOMENTI SHEAR ! ALLOWABLE FORCES : ' • . UNITY,: CHECKS ! DEFL # I ':• - K-7FT! KIP MOMENT (Ma): - -SHEAR,(Va - ). SHEAR BEND COMB' I ,.• !LS! .- .02! -.06! -. ' 11.29 12.08 .00 :-.'00 . .00! -• ' ••, .00! -: .00! .001, .00 - .00 ' .00 ' - .00! 7!FM! • .00!„ ,.00!: .00 - ..00 .00 , .00 - • .00! !RT.,!, ' . 0 0 ! ' - ‘ 0 0 ! . . ' . 0 0 , .. .ob :00 .00 . .00! - ...-.' 'Rs!. ...00! .00! ..ocy. .00 .00 .00:, . .09!.... .,. ; , , • 1, • „ 1,1 , .• • .*** DESIGN CRITERIA *** * * * * * * 1. WLP 2. WLS t. 1 1 ,' 1 . • 1, , •; MIDWEST METALLIC *** GIRT DESIGN ***- FRONT SIDEWALL ' ***•, JOB NUMBER 97862 A•FULL.OPTIMIZATION ) • • • • *** GEOMETRIC DATA *** BAY SPACING (FEET) :5@25. INSET LEFT (FEET) : .6667 INSET RIGHT (FEET) : .6667 ROOF SLOPE : 1.00/12 MAX. TRIBUTARY SPACING (FT.) : 6.6458 GIRT DEPTH (INCH) : 8.00 GIRT CONDITION :BY-FRAME OUTSIDE FLANGE BRACED AT 1.00 FEET WIND VELOCITY PRESSURE (q): -18.60 PSF WIND LOAD PRESSURE COEFF. : .90: WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF.) ........._ (.... 1 24.3333 6.6458 .9000 -.9000 .1113 -.1113 2 25.0000 6.6458 .9000 -.9000 .1113 -.1113 3 25.0000 6.6458 .9000 -.9000 .1113 -.1113 4 25.0000 6.6458 .9000 -.9000 .1113 -.1113 5 24.3333 6.6458 .9000 -.9000 .1113 -.1113 LOADING COMBINATION CRITICAL ROW SUMMARY * * * * * * SPAN ANALYSIS LAP SIZE OF LAP. LENGTH LEFT SECTION RIGHT 1 24.3333 .0000 8Z15 1.2291 2 25.0000 1.2291 8Z16 1.2291 3 25.0000 1.2291 8Z16 1.2291 4 25.0000 1.2291 8Z16 1.2291 5 24.3333 1.2291 8Z15 .0000 *** FLANGE BRACE INFORMATION SPAN NOLENGTH OUTSIDE SPAN NO (FT . ) BRACES 1 24.333 2501.0000 2 25.000 2501.0000 3 25.000 2501.0000 4 25.000 2501.0000 5 24 .333 2501.0000 INSIDE • . BRACES 1025.0000 . 1025 . . 000.0 : 1025.0000 1025.0000. 1025.0000. JOB NAME:" 97862: LOADING COMBINATION -- WLP * ** GIRT. DESIGN * ** FRONT SIDEWALL LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! • MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS!. .00! 1.07! 7.96 4.88 ! .22 .00 .05! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! 5.11! .00! 7.96 4.88 .00 .64 .64! 180 !RL! -5.04! -1.50! 7.81 4.88 .31 .65 .51! !RS! -6.99! -1.64! 14.93 8.25 .27 .47 .29! UNITY CHECKS ! DEFL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -6.99! 1.45! 14.93 8.25 .23 .47 .27! !LL! -5.29! 1.31! 6.36 3.37 .39 .83 .85! 2!FM! 2.43! .00! 6.98 3.37 .00 .35 .35! 541 !RL! -3.99! -1.20! 6.77 3.37 !. .36 .59 .47! !RS! -5.56! -1.33! 13.96 6.74 .26 .40 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.56! 1.39! 13.96 6.74 .28 .40 .23! !LL! -3.93! 1.25! 6.90 3.37 .37 .57 .46! 3!FM! 3.13! .00! 6.98 3.37 .00 .45 .45! 311 !RL! -3.92! -1.25! 6.90 3.37 .37 .57 .46! 'RS! -5.56! -1.39! 13.96 6.74 .28 .40 .23! !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL '! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.56! 1.33! 13.96 6.74 .26 .40 .23! !LL! -4.00! 1.20! 6.77 3.37 ! .36 .59 .48! 4!FM! 2.43! .00! 6.98 3.37 ! . 00 .35 .35! 541 !RL! -5.28! -1.31! 6.36 3.37 .39 .83 .84! !RS! -6.99! -1.45! 14.93 8.25 .23 .47 .27! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES !LS! -6.99! 1.64! 14.93 8.25 .27 .47 .29! !LL! -5.06! 1.50! 7.81 4.88 .31 .65 .51! 5!FM! 5.11! .00! 7.96 4.88 .00 .64 .64! 180 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.07! 7.96 4.88 .22 .00 .05! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- JOB NAME: 97862 LOADING COMBINATION -- WLS ,,O!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES GIRT DESIGN . * ** FRONT SIDEWALL * ** PAGE 3 UNITY CHECKS. ! DEFL T #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! -1.07! 7.96 4.88 .22 .00 .05! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! -5.11! .00! 5.57 4.88 ! .00 .92 .00! 180 !RL! 5.04! 1.50! 7.96 4.88 .31 .63 .50! !RS! 6.99! 1.64! 14.93 8.25 .27 .47 .29! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 6.99! -1.45! 14.93 8.25 .23 .47 .27! !LL! 5.29! -1.31! 6.98. 3.37 .39 .76. .73! 2!FM! -2.43! .00! 4.88 3.37 .00 .50 .00! 541 !RL! 3.99! 1.20! 6.98 3.37 .36 .57 .45! !RS! 5.56! 1.33! 13.96 6.74 ! .26 .40 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! . MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L /- !LS! 5.56! -1.39! 13.96 6.74 .28 . .40 .23! !LL! 3.93! -1.25! 6.98 . 3.37 .37 .56 .46! 3!FM! -3.13! .00! 4.88 3.37 .00 .64 .00! 311 !RL! 3.92! 1.25! 6.98 3.37 .37 .56 .45! ZS! 5.56! 1.39! 13.96 6.74 .28 .40 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 5.56! -1.33! 13.96 6.74 .26 .40 .23! !LL! 4.00! -1.20! 6.98 3.37 ..36 .57 .46! 4!FM! -2.43! .00! 4.88 3.37 .00 .50 .00! 541 !RL! 5.28! 1.31! 6.98 3.37 .39 .76 .72! !RS! 6.99! 1.45! 14.93 8.25 .23 .47 .27! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 6.99! -1.64! 14.93 8.25 .27 .47 .29! !LL! 5.06! -1.50! 7.96 4.88 .31 .64 .50! 5!FM! -5.11! .00! 5.57 4.88 .00 .92 .00! 180 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! 1.07! 1.37 4.88 .22 .00 .05! 12 • *** GEOMETRIC DATA .**4 BAY SPACING (FEET) : 15.000,20.000,15.000 INSET LEFT (FEET) .8438 INSET: RIGHT (FEET) : .8438 ROOF SLOPE .00/12 MAX. TRIBUTARY SPACING (FT.) : 6.6458 GIRT DEPTH (INCH) : 8.00 GIRT CONDITION FLUSH OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q): -18.60 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 t MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 14.1563 6.6458 .9000 -.9000 .1113 -.1113 2 20.0000 6.6458 .9000 -.9000 .1113 -.1113 3 14.1563 6.6458 .9000 -.9000 .1113 -.1113 *** LOADING COMBINATION *** 1. WLP 2. WLS GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN 1 2 3 MaMak04044■44.4.000001,44.4010....e.0.4 MIDWEST METALLIC *** GIRT DESIGN : *** k** . LEFT ENDWALL., JOB NUMBER i 97862 (OPTIMIZE SHORT ONLY ) ANALYSIS LAP SIZE OF LAP LENGTH. LEFT SECTION RIGHT 13.6146 .0000 8Z16 .0000 19.4563 .0000 8Z13 .0000 13.6146 .0000 8Z16 .0000 ) INSIDE BRACES . 1@15•. 0000 1@20.0000 1@15.0000 *** FLANGE BRACE INFORMATION *** • ;;;"•.' SPAN NOLENGTH S RAN ••••:NO .(FT • OUTSIDE • BRACES • • 15@1.0000. •.• ••20@1.. 0000 15@1 .0000 . 19.458- ' 13.615 •,•• . - ; • • • • JOB NAME: 97862 , 2- LOADING ,COMBINATION WLP !LS! .00! 1.08! 11.29 A !LL! .00! .00! .00 2.!FM! 5.27! .00! 11.29 •!RL! .00! .00! .00 !RS! .00! -1.08! 11.29 SP ! LO !MOMENT ! SHEAR! , ALLOWABLE FORCES 'K-FT! KIP ' MOMENT (Ma) ) SHEAR(Va ) !LS! .00! .76! 6.98 ':. !LL! .00! - .00! .00 3!FM! 2.58! .00! 6.98 !RL! .00! .00! . 00 ',..'. (....• IS! •.00! -.76! 6.98 12.08 . 00 12.08 .00 12.08 • !MOMENT ! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFI, f.# ! K-FT ! KIP ! MOMENT (Ma ) SHEAR (Va ) SHEAR BEND 'COMB! /- .00! .76! . 6.98. 3.37 .22 .00 , .05! ILIA' .00! .00! 00 . 00 .00 '.00 .00! 11FM± . 2.58! .00! 6.98 3.37 .00 .37 .37! 449 1 :. !RL! '.00! .00! .00 .00 .00 .00 . 00 ! y - ! R S ! . 0 0 ! - . 7 6 ! 6.98 3.37 . . 22 .00 .05! • -.-. 1 LO !MOMENT ! SHEAR' ALLOWABLE FORCES . UNITY CHECKS ! DEFL # ! :K-FT! KIP ! . MOMENT (Ma ) •SHEAR (Va ) SHEAR' ' BEND COMB! -L/- .09 • .00 .01! .00 .00 .00! .00 .47 .47!, .00 00 .001 .09 .00 .01! PAGE '2 UNITY CHECKS !. DEFL SHEAR BEND • COMB! -L/- 232 • 3.37 .22 .00 - .05! . 00 .00 - - • .00! 3.37 . .00 .37 . 371 449 .00 , • . .00 .00 .00! . '3.37 . .22 .00 .051 • • , . •1,• 1 ' • • • JOB NAME:. 97862 • LOADING COMBINATION WLS , . *** GIRT • DESIGN. *** * ** LEFT ENDWALL *** :JO !MOMENT ! SHEAR! ALLOWABLE FORCES - UNITY CHECKS ! DEFL 1 #! K-FT! KIP ! MOMENT (Ma ) SHEAR (Va ) SHEAR 'BEND COMB ! -L/- !LS! .00! -.76! 6.98 3.37. .22 .00 .05! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! -2.58! .00! 3.49 3.37 .00 .74 .00! 449 !RL!. .00! .00! .00 .00 .0.0 .00 .00! !RS! .00! .76! 6.98 3.37 .22 .00 .05!. SP! LO !MOMENT ! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL. ! #! K-FT! KIP ! MOMENT (Ma ) SHEAR (Va ) SHEAR BEND COMB! -L/- 1 !LS! .00! -1.08! 11.29 12.08 .09 .00 .01! 11 ILL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -5.27! .00! 5.65 12.08 .00 .93 .00! 232 il !RL! ,.00! .00! .00 .00 .00 .00 .00! !RS! .00! 1.08! 11.29 12.08 .09 .00 .01! .. SP ! LO ! MOMENT ! SHEAR! ALLOWABLE FORCES ! #! K-FT ! KIP , ! MOMENT (Ma ) SHEAR(Va) !LS!. .00! -.76! 6.98 3.37. .22 .00! .00! .00 .00 .00 .'., 3!FM! -2.58! .00! 3.49 3.37 .00 '.: !RL! .00! .00! .00 .00' .00 6.98 3.37 .22 RS! .00! .76! (......, UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/-' . 00 .00 .74. • 00 .00 .05! . 00 ! • 00! .00! . 05 ! 449 • • COLUMN DESIGN • • • LEFT ENDWALL JOB NUMBER : 97862 ( ANALYSIS ONLY ) , - - . _ „ . GEOMETRIC DATA **! . DESIGN CRITERIA 4 " • " . . WIND VELOCITY PRESSURE (q) : 18.60 PSF BUILDING COND. • (E, P, 0) : E COLUMN DEFLMTION LIMIT S PcL EW COL . PRES .COEF. : • . 900 SPCL . EW COL SUCTION COEF SHEAR + BENDING LIMIT 1.03 ) SHEAR OR BENDING 'LIMIT *2" LOADING COMBINATIONS • *!. 1 . DL+LL ' . . . . . • DESIGN RESULTS AND WIND LOADING COL . SECTION ANAL. TRIB . : MIDSPAN PRESSURE . SUCTION. PRESSURE SUCTION # SIZE LENGTH . .SPACING , HEIGHT COEF. COEF. . (KLF) (KLF) 1 W8X10 19.392, 7.500 20:313 .900 -.900 .126 -.126 2 8X7C14 20.560 17.500 21.354 .900 900 .293 - .293' 3 8X7C14 20.560 17.500 21..354 .900 -.900 .293 -.293 W8X10 19.392 7.500 20.313 .900 -.900 .126 -.126 ',- SPACING (FEET) : 15.000,20.000,15.000 SPACING (FEET) : 'e.AVE HEIGHT ( FEET) : 20.00 BS EAVE HEIGHT (FEET) FS TO RIDGE (FEET) . : 25.000 FS ROOF SLOPE :12 END FRAME (BF, MF) : BF GIRT CONDITION PURLIN DEPTH (INCHES) : 8.00 . RAFTER DEPTH (INCHES) ENDWALL BRACING TYPE : •D # BAYS : 0 Y LOCATION twits : . LEFT, ENDWALL • JOB NAME: 97862 - ' '" COLUMN NUMBER : 1 SIZE: W8X10 `" G1 (FEET) AXIAL , BENDING <----COMPUTED STRESSES > < FORCE MOMENT fa fbo fbi fbw kips .kip-ft ksi ksi ksi ksi LOC COLU N NUMBER : 2' SIZE : 8X7C14 *44 G1 (FEET) AXIAL BENDING < ALLOWABLE FORCES . LOAD FORCE: MOMENT AXIAL MOMENT MOMENT SHEAR COMB LOC kips kip-ft . kips kip-ft kip-ft kips 1 FM 7.90 2.63 26.51 1 G1 . 7.90 .93 26:51 2 FM -3.75 -16.73 1105.60 . 2 G1 -3.75 -14.61 1105.60 3 FM -3.75". 14.23 1105.60 13.37 13.37 17.83 17.83 17.83 e •U OLUMN : D ESI G N PAGE 2 7.29: ALLOWABLE STRESSES Fa Fbo Fbi ksi ksi ksi FM 2.42 .81 .82 1.24 -1.24 .00 •16.23 .1.90 G1 2.42 .30 .82 .47 -.47 .00 13.24 24.57 FM -1.15 -6.28 -.39 -9.66 9.66 .00 33.60 33.60 2 G1 -1.15 -5.68 -.39 -8.73 8.73 .00 33.60 33.60 FM -1.15 5.52 -.39 8.48 -8.48 .00 33.60 29.20 3 G1 -1.15 5.39 -.39 8.29 -8.29 .00 33.60 32.76 = 7.292 > < -UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. 13.37 26.56 .30 .20 13.37 26.56 .30' .07 17.83 35.41 -.04 .94 17.83 35.41 -.04 .82 17.83 35.41 -.04 .80 3 G1 I -3.75 13.73 1105.60 17.83 17.83 35.41 -.04 .77 25.20. 25.20 29.20 32.76 33.60 33.60 .20 .07 .94 .82 .80 .77 " COLUMN NUMBER : 3 SIZE : 8X7C14 "" G1 (FEET) = 7.292 . 1 AXIAL BENDING 1< ALLOWABLE FORCES >I< ---UNITY CHECK----> LOAD1 ,FORCE MOMENT . I AXIAL MOMENT MOMENT SHEAR I OUTER INNER COMB1LOC I kips kip-ft kips hip-ft hip-ft kips 'AXIAL FLGE. 'FLGE. .1 - 'FM 7.90 • 2.63 I 26:51 • 13.37 13.37' 26.561 .30 .20 :20 1 I G1 I 7.90. .93 I 26.51 -13.37 13.37. 26.561 .30 .07 .07 21 FM I ' -3.75 -16.73 1105.60. 17.83 :17.83 .35.411 -.04 .94 .94 2 I G1' I -3.75.: -14.611105.60 17.83' 17.83 35.411 -.04 .82, .82 3 ' . FM I -3.75 14.23 1105.60 .17.83 17.83 35.411: -.04 .80 .80 3 ‘G1 I -3.75 ' ' 13.73 1105.60 17.83 17.83 35.411 -.04 .77 '.77 Fbw ksi .00 .00 .00 .00 .00 .00 COMB I MAX UNITY I DEF. CHECK ILl .49 0 .37 .97 .1-146 .86 .76 1146 . .73 COMB UNITY CHECK .49, .37 .97 .86 .76.. .73 • <---UNITY CHECK----> COMB MAX OUTER INNER UNITY DEF AXIAL, FLGE. FLGE. CHECK L/., .05 ' .06 -.05 .06 .02 -.02. -.01 -.29 . .33. -.01 ' -.26 .27 -.01 .29 -.25 -.01' .25 ' -146 146 .11 .08 .33 .27 .29 .26 1.8 -529 529 ) PAGE 3 • • • COLUMN NUMBER : 4 SIZE : W8)'10 *" GI (FEET) s. 7.292 I I AXIAL BENDING I <- - - -COMPUTED STRESSES > 1 < ALLOWABLE STRESSES > , LOAD I I FORCE MOMENT I fa fbo fbi fbw 1 Fa Fbo Fbi Fbw COMB 1 LOC 1 kips kip- t I ksi ksi ksi ksi I ksi ksi ksi ksi 1 I 1 FM I 2.42 .81 1 .82 1.24 -1.24 .001 16.23 21.90 25.20 .00 1 G1 I 2.42 .30 1 .82 .47 -.47 .001 13.24 24.57 25.20 .00 1 FM I -1.15 -6.28 I -.39 -9.66 9.66 .001 33.60 33.60 29.20 .00 2 I G1 1 -1.15 -5.68 1 -.39 -8.73 8.73 .001 33.60 33.60 32.76 .00 3 1 FM 1 -1.15 . 5.52 1 -.39 8.48 -0.48 .001 33.60 29.20 33.60 .00 3 I G1 1 -1.15 5.39 1 -.39 8.29 -8.29 .001 33.60 32.76 33.60 .00 COLUMN:BESIGNI ' . • - -UNITY CHECK- - - -> COMB I MAX ••• ,'• OUTER INNER UNITY DEF' AXIAL FLGE . • FLGE': ' CHECK I L/ . .05 . .06. -.05. .11 .06 ' • ".02 -.02 -.01 ' -.29 ' ;33 • .33 I 7529 .- -.01 -,26 .27 -.25 • .29 I 529, -Al .25 -.25.26 PAGE 1 C. *** GEOMETRIC DATA *** ENDWALL COLUMN SPACING: 15.000,20.000,15.000 ENDWALL COLUMN SPACING: ENDBAY (FEET) :25.0000 PURLIN EXTN. (FEET) FRONT SIDE CANOPY (FT): .0000 BACK SIDE CANOPY (FT) FRONT SIDE. ROOF SLOPE.: 1.00/12 BACK SIDE ROOF SLOPE PURLIN SPACING (FEET) : 5.017 *** * * * MEM 1 2 DESIGN CRITERIA DEAD LOAD (PSF) 3.000 WIND VELOCITY PRESS(q): 18.600 PSF SPCL. GCp .@ ENDBAY/2 : -1.000 SHEAR OR BENDING LIMIT: 1.035 LOADING COMBINATION 1. DL+LL 2. •DL+WL '-LOADING ANALYSIS SPAN LENGTH * * * OH 1.0035 1 14.0485 2 20.0693 3 14.0485 OH 1.0035 *** DESIGN RESULTS *** SIZE MIDWEST METALLIC. *** ENDWALL DESIGN *** LEFT ENDWALL *** ENDWALL RAFTER JOB NUMBER : 97862 ( ANALYSIS ONLY ) * * * * * * GCp ENDBAY/2 COEF. 12.5000 12.5000 12.5000 12.5000 12.5000 LENGTH 12X3.5C13 24.0832 12X3.5C13 24.0832 - 1.0000 -1.0000 -1.0000 - 1.0000 -1.0000 PURLIN EXTN. . 3000 • 0000 . 0000 . 0000 . 0000 .0000 ' .0000 1.00/12 LIVE LOAD (PSF) : 30.000 BUILDING CONDITION (E,P,0): E SPCL. GCp @ OVERHANG : -1.000 RAFTER DEFLECTION LIMIT. : L/150. GCpX DL+WL DL+LL COEF. (KLF) (KLF) -1.0000 -1.0000 -1.0000 -1.0000 -1.0000 -.1951 .4111 -.1951 .4111 -.1951 .4111 -.1951 .4111 -.1951 .4111 JOB NAME:, 97862 - . LOADING. COMBINATION .7'7 DL-I-LL 1 ! 1 !**! -.21! 2.01! 15.60! 5.89! 1 !FM! 4.68! .00! 15.60! 5.89! ! 1 !RS!-12.60! -3.77! 15.60! 5.89! ! 2 !LS!-12.60! 4.13! 15.60! 5.89! ! 2 !**! -8.10! .00! 15.60! 5.89! MEM ! S PN ! LO ! MOMENT ! SHEAR! ALLOWABLE FORCES' UNITY RATIO ! DE FL #•! # ! !. K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! • '2 ! 2 !**! 8.10! .00! ! 2 !RS!-12.60! -4.13! ! 3 !LS!-12.60! 3.77! ! 3 !FM! • 4.69! .00! .21 7.2.01! * *A RAFTER DESIGN *** LEFT ENDWALL :;SPN ! LO ! MOMENT ! SHEAR! ALLOWABLE FORCES! UNITY RATIO • ! •DE FL K-FT! KIP ! MOMENT • SHEAR ! SHEAR BEND ! 15.60! 15.60! 15.60! 15.60! 15.60! 5.89! 5.89! 5.89! 5.89! 5.89! .34! .00! .64! .70! .00! 00! .70! .64! .00! .34! .01! .30! 2177 .81! .81! .52! .52! 661. .81! .81! .30! 2177 .01! • * • JOB NAME 1:' 97862 • ,•• • LOADING COMBINATION -- DL+WL • '' SPNILO !MOMENT ! SHEAR' ALLOWABLE FORCES' ' UNITY RATIO ! DEFL • . • c r... " # I .. ! -K-FT ! . • KIP ! MOMENT SHEAR ! SHEAR' BEND ! -L/-: 1 1 !**! .10! -.95! 20.80! 7.85! .16! .00! 1 !FM! -2.22! .00! 16.79! 7.85! .00! .13! 4666 1 !RS! 5.98! 1.79! 20.80! 7.85! .30! .29! 2 !LS! 5.98! -1.96! 20.80! 7.85! .33! .29! . 2 !**! 3.84! .00! 20.80! 7.85! .00! .18! MEM ! SPN !LO !MOMENT1 SHEAR! ALLOWABLE FORCES! UNITY RATIO ! IDEFL. . # # • 1CFT ' KIP ! MOMENT SHEAR ! SHEAR BEND ! 7L/ 2 ! 2 !**-.! -3.84! .00! ! 2 !RS! 5.98! 1.96! 3 !LS! -• 5.98! -1.79! !. 3 !FM!. -2.22! •• .00! ! 3 !**! .95! 20.80! 7.85! .00! .18! 1438 20.80! 7.85! .33! .29! 20.80! 7.85! .30! .29! 16.79! 7.85! . 00 ! .13! 4666 20.80! 7.85! .16! .00! PAGE 3 : +•! LOADING COMBINATIONS 1. WIND LOAD' • 1MIDWEST METALLIC -.'• ••• BRACING. DESIGN.. ' JOB.NUMBER: •97862 `.(FULL OPTIMIZATION) PAGE 1 '••.'' GEOMETRIC `DATA ".'•••` b 'ACING. (FEET) 5825.00 ,1 TIER SPACES (FT) 15 00,2000,15.00 FRb..i SAVE - HEIGHT (FEET) 20.0000 BACK.EAVE HEIGI (FEET) : 20.0000 FRONT SIDE ROOF.. SLOPE : 1.0000/12 FRONT. SIDE '.TG'P.IDGE.. 25.0000 •• ' BRACING DATA "± RF BRACING TYPE CABLE N'. BAYS : 1 LOCATION : 3 FS. BRACING TYPE : CABLE N' BAYS : 1 :. LOCATION 3 BS BRACING TYPE : CABLE. I BAYS : 1 ',LOCATION: 3 LE BRACING TYPE : DIAPHRAGM M. BAYS : LOCATION : RE BRACING:. TYPE : DIAPHRAGM A. LOCATION : ••a. DESIGN CRITERIA `: "•.• WIND` VELOCITY PRESS (q) : 18.6000 PSF EDGE STRIP 142,TH (FEET). : 20.000 INTERIOR COEFFICIENT, GCpR:;';1.3000 EDGE STRIP' C3E FICIENT,GCpX : 1.3000 MAXIMUM' UNITY CHECK RATIO: 1.0345 MAX. HORIZON.P.L DEFLECTION '• .0000 PAGE 2 • JOB NUMBER, 97862: .■ • • • BRACING RESULTS'. • • ' ITIER•1 TIER 1 'C' BRACING-SIZE/TENSIO.N 1 I NO 1 SPACING 1 BAY. 03 I BAY 00 I BAY 00 I BAY 00 1 . BAY. 00 1 I 15.0000 . I 5/16'! DIA 1 1 I .5.27 1 2 I 20.0000 1 1/4" DIA 1 1 , .00 1 • " 1 3 I •; I .5/16" DIA L. •,.. (BS) I • . I , • 5.27 .1 I "•-. I I FORCE #3::. I BAY .00 I BAY '00 I ; BAY #0 I f. '.BAY AO' '1' • IFS I 184181 CL-23 I • •••• • • lEAVE I 6 36 I : • 1 2 I 4.5180 : I CL-1 I 1; I L. 1 1 3 I 4.5180 r 1 :1' 1 BS 1 : 1.8418 1 CL 23 1 *• • BRACING DESIGN 4 • 4 . ROOF. BRACING , (FRONT. TO BACK SIDE) ." BRACING DESIGN "• JOB NUMBER : 97862 - ' - I" WALL BRACING .** ". FRONTSIDE *** I. TIER 'C' BRACING-SIZE/TENSION IWALL I SPACING I BAY 03 1 ' BAY 00 I BAY MO . 1 BAY OD 1 BAY #0 1 rT 20.0000 1.3/8" DIA 'A 1 7.99 1 ‘ BACKSIDE 1 TIER 1 'C' :BRACING - iZE/TENSION1 IWALL I SPACING I BAY 03- BAY 00 I BAY #0 I BAY 00 4 BAY #0 I • I BS A. 20:0000, 1 3/111".DIA' 1 7.89 1 • I EAVE I LIN, FT. I LIN. FT. I 1WALLI FORCE I REQUIRED I AVAILABLE .I 1 LE I 3.02 I 22.43 1 5 [ DIAPHRAGM ACTION IS ADEQUATE ""ilIGHTENDWALL*** 1 DIAPHRAGM ACTION I 1 EAVE I I WALL I FORCE I ..; I RE I 3.02 1 LIN. FT..:1 LIN. FT. REQUIRED .1- AVAILABLE 22.73 1 50.00 'DIAPHRAGM ACTION IS ADEQUATE PAGE 3. • • ■ • *FLANGE ERACES• r ROOF: (9 i/ (E1 ;E TO P.Ax) dEC710NS (11. - °1 - 1-1% vii5i. ) REACTIONS DL+LL KNEE SPLICE I 2 40x /Z 3i0 WALL: 11 C I4L 5 L7 DL +YALE /) (:1.& c TO E.&) O. F I.F. PURLINS n I I PEAK SPLICE (/2 39 H.T. was- ) . Frame Reaction Schematic (all reactions are in kips, I kip a 1,000 Hor+ yr+ / pounds) Moment + Description Grid Yer Hor Moment l Description Grid Ver Hor Moment DEAD I LIVE LOAD A 20.945 6.778 0.000 j DEAD + LIVE LOAD B 20.944 -6.778 0.000 i DL + WLL A -8.496 -8.956 0.000 i 1 DL + WLL B -3.739 -3.392 0.0001 DL + 1 /2LL + WLL A 0.879 -5.874 0.000; DL + 1 /2LL + WLL B 5.636 I -6.474 0.000! DL + 1 /2WLL + LL A 15.600 1.993 0.000 DL;- I /2WLL +LL B 17.977 -0.167 0.0001 I i f I ! I I I I I t i 1 ! I i I I Job Number: 1197862 17, 1997 c:ldsnlib \97862.dso 27 Page: 1 of 1 03:07:10 PM • INPUT ENGLISH ' OPTIONS • .; EXECUTION MODE Job Start Date: 9-19-97 Time 9:45: 6 TITLE 7. JOBN97862 BY -KB • IDENTIFICATION DATE - 06/17/97 'UNITS OPTIONS , „ . • , • OUTPUT ..' ENGLISH ?TYPE „ RIGID FRAME.: • .• : • , , , , = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS UNITY CHECK RANGE = 0.950 To MAXIMUM SEGMENT SIZE = 2.000 FT . + +++ + ... +++++ +++++++ AUTO/STEEL DESIGN' ••• • • SYNERCOM• .TECHNOLOGY,. INC DEVELOPMENT: '•••••••'•: • ; ' RELEASE' •6 '.MOD ,10 ••, ..■••,•••• • "" • .:.ANCHOR BOLTS AND CONNECTIONS - - DESIGN:SUMMARY WITH DEFLECTIONS • , • COEF. OF LINEAR EXPANSION = 0.0000065000/DEG. F MOD. OF ELASTICITY, E = 29000000. PSI LOCATE FLANGE BRACING • NO DES 10 N IN PUT E H 0 C 6. S :TRADING CO: ;: P.0:' BOX :42527, HOUSTON, T/ 7724 ME 7SS : ', '. LOADED L. ; . k.,pqn.li.97 -t;c;FB,',DF, , ; ',SH 7:292, ; 13:292, 68; 6C, ; 55. 45. 24.5, -1,,,,24.5,1.,8.,25.,,20P05,P,S 613, ; NA, 6B; ; 55. 46; LOAD FACTORS; 25. Igo. • • .: DEAD LOAD, :65 „ •,LIVE , LOAD, .75 • WIND LOAD, 19 ; PSF, SPEC, 0..5, -0 .7 LOAD CONDITIONS • . : ; SECTION 2 FOR ..RAFTER • : • , !' • • SECT FLANGE WEB •'. • • /OUTER: FLANGE-/ - -- - -- WEB /-INNER FLANGE/.• LENGTH FY - FY Kx • . . r'' PURLIN AND BRACE - LOCATIONS. 42 5.000 5:000 1.000 X .-•;',,• SYMMETRIC FRAME GENERATED WITH CENTERLINE AT X .. 23.95 FT . ..• , „ ' ' • .. • . • - . • , . • . • . , • • • • , MACR • • I N •T • .: ECH . . • , . . . . . . • • • . • . • C,;6.5: TRADING .00.•'; • . • P 0 60k 4252 • HOUSTON, TZ 77242 • • CYCLE: . , ....„ . . • •. • -•,. •..• •... ,• •• • . • ,..•• • •• •• • 5 0.000' 0:000 0.000 0.000 0.000 0.000 0.000 LEFT EXTERIOR COLUMN EAVE MALI.. GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE 'DEPTH . DEPTH DIST. • DEPTH SETTLE DI FF DISPL X R Kx 20.000 0.000 8.000 8.438 0:000 6.600 24.438 0.00 0. 00 0.00 ' G 0.00 . • GIRT AND BRACE LOCATIONS • . , • , . - . ?.••••.• RAFTER AT LEFT KNEE•:' ' .• ' : • . • • 24 500." -1.000 l': 0.000 , • , ::6.606 • 24;500 ;-1. clot) 8 .006 25.000 0. o 20005.1„P S• • SECTION 1 FOR RAFTER : • SECT' FLANGE:. WEB :• ..FLANGE-/ WEB' -INNER: FLANGE-;/ LENGTH ' FY I FY • Kx C & S TRADING CO. , P.O. BOX 4527, HOUSTON, TZ 77242 LOAD . 1 2 DL GLOB V 0.00000 -0.01894 0:00000 -0.01894 . DLWT LOAD . 1 2 .W1.1 GLOB. UNIF 0.00000 0.41149 48.46934 0.41149 WLLX •, LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.80463 0.00000 -0.80463 LIVE LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.05364 0.00000 -0.05364 DEAD • LOAD . 2. 3 DL GLOB: Y 'UNIF 0.00000 -0.02552 .0.00000 _ -6.02552 DLWT LOAD - 2' 3 WLL GLOB X UNIF 0.00000 -0.02973 23.30260 -0.02973 WLLX LOAD . 2 3 WLL; GLOB Y UNIF .0.00000. . 0.35672 23.30260 0.35672 WLLY LOAD .4 3 LL, GLOB Y UNIF 0.00000 -0.804E3 0.00000 -0.80463 LIVE LOAD 4 3 DI.; GLOB Y • UNIF 0.00000 -0.05364 '0.00000 -0.05364. ,'. DEAD LOAD " 4 3 DL GLOB Y UNIF 0.00000 -0.02552 0:00000 . =0.02552 DLWT LOAD 4 3 WLL GLOB 7. UNIF -- 0.00060 0.02973 23.30260 0.02973 WLLX • LOAD 4 . 3 WLL GLOB Y UNIF 0.00000 0.35672 23.30260 0.35672 WLLY LOAD 5 4 DL GLOB 'Y - UNIF - 0.00000 -0.01.894 0.00000 -0.01894 DLWT - 'LOAD 5 4 WLL GLOB X UNIF 0.00000 0.25718 18.46934 0.25718 WLLX LOAD CONDITION ARRAY - 100 LL 100 2 • 'DL ':100. . WLL 100. ' 0. DL 100 WLL . 50. LL ' LOAD CONDITION DESCRIPTIONS: 1 DEAD + LIVE LOAD 3 DL '+' 1/2LL '+ WLL DL 1/2WLL + LL C MACRO • I U • T • • •.• .., • ,•..•••• f • ••• • LOP - - ACTORS 25.000 100.000 " DE AD 0.050 WIND LOAD 19.000 PSF SPEC 0.800-0.700-0.700-0.500 0. 0. _) . , • F. lc A, M E: • DESICU ' • '.7.■ AT A C & S TRADING CO. P. O. BOX 42527, HOUSTON, 7i 7724.: JOB H 97862 T'')N FI GURATI ON (SYMMETRIC FRAME) . . . .1 NG WIDTH = 50.00 FT •NUMBER OF •SPANS = 1 S PAN WIDTHS ( FT ) = 50.00 DESIGN BAY SIZE = 25.00 FT LEFT EAVE HEIGHT = 20.00 FT RIGHT EAVE HEIGHT 20.00 FT LEFT COLUMN SLOPE ' = 0.00 /12 LEFT RAFTER SLOPE = 1 .00 /12 RIGHT RAFTER SLOPE = 1.00 /12 RIGHT COLUMN SLOPE 0.00 /12 GIRT DEPTH 8.00 IN PURLIN DEPTH 8.00 IN LOADINGS . . . DEAD LOAD = 2. 000 PSF LIVE LOAD = 30. 000 PSF WIND LOAD = 19.000 PSF WIND LOAD PARAMETERS . . . WIND LOAD METHOD 1= SPEC r WIND INTENSITY = 19.00 PSF' MEAN ROOF. HEIGHT = 20.00 FT WIND ,LEFT. COEFFICIENTS WIND RIGHT COEFFICIENTS 1 ' LOAD CONDITIONS . . . LOAD CONDITION . 1 = DEAD + LIVE LOAD ; . LOAD CONDITION 2 = DL + WLL LOAD CONDITION 3 = DL + 1/2LL + WLL L C( ....... 70NDITION 4 = DL + 1/2WLL + LL ,.. 0.80 -0.70 - 0.80 -0.70 -:.70 FOR WLL - 0.50 - 0.50 FOR WLR s - $ :TfiADING CO, JOBP97862 DESIGN SUMMARY REPORT P.O. BOX 42527, HOUSTON, TX 7724Z FRAME REACTIONS AND DEFLECTIONS -.LOAD. CONDITION' DEAD + LIVE LOAD . , . sEc7 1 MEMBER , :VERTICAL HORIZONTAL : '' :MOMENT VERTICAL: HORIZONTAL.: J0 ,..' JOINT' , :REACTION :REACTION REACT DEFLECTION': DEFLECTION . i4Ut1L. ,. ' NUMBER .:(KIPS) : (KIPS) ',(KIP-F:: . AIN) , (I(4) 1 20.945 6.778 0.00.S 0.000 0.000 -0.155 -0.128 0.000 0.128 0.155 0.000 -0.366 -2.003 5 -0.366 -0.023 20.944 -6.778 0.00S 0.000 j FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMEN: VERTICAL 1 JOINT JOINT REACTION REACTION REACTICV DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP-F7, (I(4) 1 v ' 2 3 • 5 1 6 1 1 2 2 3 4 3 5 6 4 7 5 .-8:496 „ .178.956 7 5 - 3.739 -3.392 0.00S 0.000 . . . -:- FRAME REACTIONS ANDA4FLECTIONS L1,OAD CONDITION - -'DL + 1/2LL + WLL . . .SECTION MEMBER .. VERTICAL . ..HORIZONTAL MOMEN7 VERTICAL HORIZONTAL JOINT:• : JOINT %.'• .REACTION •'•REACTION I REACTI•4; DEFLECTION" DEFLECTION, 4UMBER. NUMBER, :.. • (KIPS) • • (KIPS) : (KIPF7) . (I(4) (IN) .. . . . . . • . . . -5.874 -6.474 15.600 1.993 17.977 -8.167 0.00: 0.0C: FRAME'REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 -7 DL + 1/2WLL + LL SECTION MEMBER VERTICAL HORIZONTAL H0WL:1'Z: JOINT '301NT REACTION REACTION REACT:2 NUMBER .NUMBER" (KIPS) (KIPS) (KIP-1 0.0: 0.000 -0.065 -0.040 0.667 0.288 0.079 .0.000 - 0.076 -0.207 - 0.245 0.121 0.068 0.000 VERTICAL HORIZONTAL D=FLECTION DEFLECTION (I(4) (I(4) 0.000 -0.055 -0.370 -1.580 -0.206 0.017 0.000 HORIZONTAL DEFLECTION (I(4). • 0.000 1.956 1.955 1.898 1.868 1.851 0.000 0.000 1.886 1.896 1.898 1.927 1.922 0.000 0.000 0.830 0.855 0.949 1.057 1.074 0.000 . .PAGE 33 DATE. . .9-19-97 DE SI G ): SUMMARY REPORT 31 C & $ TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO JOBN978G2 DATE 9 -19 -97 EXT.COLUMN 1- 2 LENGTH SECTION LENGTH YIELD t (FT) FLG WEB 17.52 55.' 46. (CONTROLLING ACTIONS) AXIAL -- ALLOWABLE STRESSES- - SECTION FORCE 'MOMENT FA. FBO FBI NO. (NIPS) (KIP -FT) (KSI) , (KSI) (KSI) .1 20:87. - 104.22 22.95 31.72 31.72'. RAFTER 2- 3 LENGTH SECTION LENGTH .YIELD NO. (FT) FLG WEB 1 2.46 55. 46. 2 20.00 55. 46. (CONTROLLING ACTIONS). AXIAL SECTION FORCE MOMENT NO.. (NIPS) :(KIP -FT) 1 8.40 -93.34 2 6.82 116.29. RAFTER 4- 3 23.30 FT SECTION LENGTH. YIELD NO. SEGMENT NO. (FT) FLG WEB 1 2.46''55. 46. 2 20.00 55. 46. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N,O. (KIPS) (KIP -FT) 8.40 -93.34 6.82 116.29 NO. SEGMENT SEG SIZE 9 1.95 FT NO. SEG 2 11 • SEG 2 11 18.47 FT MEMBER ANGLE 23.30 FT MEMBER ANGLE SEGMENT SIZE 1.23 FT 1.82. FT -- ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 28.85 32.58 32.58 25.42 32.58 32.58 SIZE 1.23 FT 1.82 FT FA FBO (KSI) (KSI) 28.85 32.58 25.42 32.58 DEPTH AT START 24.50 IN 24.50 IN DEPTH END 24.50 IN 24.50 IN 97.73. DEG DEPTH AT DEPTH AT OUTER FLANGE . WEB START END OR PIPE SECTION THICKNESS 8.44 IN 24.44 IN . 6.000 X0.2500 0.1345 - - MAXIMUM STRESSES-- - AXIAL FBO , FBI fFSI) (KSI) (KS1) 3.17 -25.10 22.51 - - MAXIMUM STRESSES-- - AXIAL FBO FBI ( ?SI) ' .(KSI) (KSI) 1.12 -20.88 .20.88. 0.91 26:02 - 26.02 MEMBER ANGLE 175.24 DEG -- ALLOWABLE STRESSES -- DEPTH AT. DEPTH AT START' END OR 24.50 IN 24.50 IN 24.50 IN 24.50 IN FBI (KSI) 32.58 32.58 TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 350. LB MAX COMB. AT LOAD INNER FLANGE UNITY CK DIST COND 6.000 X0.3125 0.848 17.5 FT 1 4.76 DEG TEMP RIFF D. DEG.F RELEASES AT OUTER FLANGE WEB' OR PIPE SECTION THICKNESS 6.000 X0.2500 0.1875 6.000 X0.2500 0.1875 TEMP DIFF OUTER FLANGE. WEB PIPE SECTION .THICKNESS 6.000 X0.2500 0.1875 6.000 X0.2500 0.1875 -- UNITY CHECK COMPONENTS- - OUTER FL. INNER FL. AXIAL BENDING : BENDING 0.14 0.79 0.71 - -UNITY CHECK COMPONENTS- - OUTER FL. INNER FL. AXIAL BENDING BENDING 0.04 0.64 0.64 0.04 0.80 0.80 0. DEG.F RELEASES -- MiAXIMUM STRESSES - -- - - UNITY CHECK COMPONENTS-- AXIAL FBO FBI OUTER FL. INNER FL. ( ?SI) (KSI) (KSI) AXIAL BENDING BENDING 1.12 -20.88 20.88 0.04 0.64 0.64 0.91 26.02 -26.02 0.04 .0.80 0.80 - -- -WEB SHEAR D LOAD 'FORCE ALLOW., - COND (KIPS) (KIPS) T '1 -5.95 8.47 0 WEIGHT ':595. LB MAX COMB AT LOAD INNER FLANGE UNITY CK DIST COND 6.000 X0.2500 0.680 0.8 FT. 1 6.000 X0.2500 0.834 22.4 FT 1 INNER FLANGE 6.000 X0.2500 6.000 X0.2500 - -- -WEB SHEAR LOAD.' FORCE ALLOW. COND (KIPS) (KIPS) T 1 19.22 22.84 1 17.05 22.84 .0 WEIGHT 595. LB MAX COMB AT LOAD UNITY CK DIST COND 0.680 0.8 FT 1 0.834 22.4 FT 1 - -- -WEB SHEAR LOAD FORCE ALLOW. COND (KIPS) (KIPS) 1 19.22 22.84 1 17.05 22.84 D D T a DESIGN SUMMARY RE PORT '3 C & ,S TRADING CO. , P. O. BOX 4..57, HOUSTON, TZ 7724: PAGE NO IL DATE , 9-19-97 EXT . COLUMN 5- '4 ' LENGTH 18.47 FT MEMBER ANGLE 92. :7 DEC TEMP DI Fr 0. DEC . F RELEASES 0 WEIGHT 350 . LB SECTION LENGTH YIELD NO. SEGMENT DEPTH 7:7' DF.PTH AT OUTER FLANGE WEB MAX COMB AT LOAD ( r7' ) FLG WEB SEG SIZE START END OR PI PE SECTION THICKNESS INNER FLANGE UNITY Ch DIST ' COND 17.52 55. 46. 9 1.95 FT 8.44 IN 24.44 IN 6.000 X0.2500 0.1345 6.000 X0.3125 0.048 17.5 FT 1 --MAXIMUM STRESSES - - - --UNITY CHECK COMPONENTS-- AXIAL FRO . FBI OUTER FL. INNER FL ( KSI ) ( KSI ) . ( KSI ) AY.IAL BENDING BENDING 3.17 -25.10 22.51 0.14 0.79 0.71 AY.IAL ' --ALLOWABLE STRESSES-- SECTION FORCE MOMENT FA FBO FBI NO. (KIPS) (KIP-FT) (KSI ) (PSI-) - -(KSI) 1 20 .87 -104.22 22 .95 31 .72 31 .72 ----WEB SHEAR D LOAD FORCE ALLOW . - COND ( KI PS) ( KI PS ) T 1 -5.95 8.47 REPORT . '• L • A ,11: S • . . . • C .S TRADING CO. , R. 0. BOX '42527, HOUSTON, ' TX 7 JOB097862 " ' • : ' LOCATE FLANGE BRACINC; N GIFTS LOCATED AT 7.29FT • 13.29FT , • , r'• PURLINS LOCATED AT 3.23FT 8.25FT 13.27FT • 29FT 22.30FT 23.31FT BRACED AT ' ' X - X X RAFTER - 4 3 PURLINS LOCATED AT 3.23FT. 8.25FT 13.27 FT 1.29FT 22.30FT 23.31FT BRACED AT X - X X COLUMN • 5 -- 4 • GIFTS LOCATED AT 7.29E7 13.29FT BRACED AT PAGE NO. DATE 9-19-97 Roof Live Load Primary Framing Secondary Framing Auxiliary Live Load Snow Load ‘? Wind Load Seismic Zone Importance Factors • Wind Load ° Snow Load 10 Seismic Load 1.0 Other Loads Mezzanine Dead Load psf Mezzanine Live Load psi" Crane Information 1- Type r Capacity • 2- Type Capacity 3- Type ." Capacity BUILDING LOADS • L IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT Desien Code / gr Roof Dead Load 2 psf Collateral Load psf ,?o Ton Ton Ton psf psf psf psf 14,0T MPH, Exposure Wheel Load Wheel Load Wheel Load (Code and Edition) kips Wheel Base kips Wheel Base kips Wheel Base ft ft ft 37 • FL0 -LOC Cat. No. EHS ST AND • Per ASli -A475- Size EYEBOLT Sire I MIN. ASSEMBLY Breaking strength • (Pounds) * . :WC 250 BA • 1/4" 1/2" 6,650 - FWC . 312 BA . 5/16" .. 5/8" li, 200 FWC 375 BA 3/8" 5/3" 15,400 437 EA 7/16" 3/4" 20,800 . FWC • . FWC 500 BA 1/2" 7/8" 25, 900 • vrv.........w.........�....nrs.. �..... a.... i.+.+..• w'+.. a. .M.w+rl..M•tW./tiNY•1^Y�M+nIIhA M.MUSr.nr r.. n. r. swvu... �.... w..... �..+• n• w�wyruns+. ...nwv..w«..m�+...•w..wu•nw.:wu ww..e.n W.Y. RI1 S U'RGH TESTING LABORATORY • GSTASLISNtD 111111 • 1450 LANE AVENUE NCRTri, JACKSONVILLE, FLORIDA 3Z'"O5 Al A MUTUAL 7110TSCTICM T7 CLSLMT.. TN[ PVSLIC AN. OL ALL 1 ' 9AT11 10•14ITT[D AS T■l CCr?'CCMTIA4 PIIOPVRTY Cr CLIENTS. AMO AUTMOAI A IO+1 r.;A IUPLICATICU OP :TAT:/6: CONCLUSIONS .R Cx5RACTS ►7CM OR RLtAR ?IMO OUR • I VORTS 111 FLISCYCD 1LV^.IM3 OUR MRIT.CII APPROVAL. AREA CODE ISM 75.1•4300 Tests were conducted using the Flo -Lac Steand FWC E S strand end FWC eyebolts as set forth in the above table with all tested assemblies providing at least 100% of the strand rated breaking load per AST: -A475. minimum assembly breaking strength. Certified PITTSBURGH TESTING LA.BORATC; . ._� ." ri-� • • c ' Charles L. Moore,. P. E. *E14C guarantees that all cress brace assemblies fabricated in accordance with the above table will meet pr .i„ -=, exceed the specified • 26 24 .. 8.0 .va wc.vt .... ......... 12" 36" NET COVERAGE 12" 2 5/16" 6" 12" 6" — r "A" PANEL PANEL PROPERTIES 0.0181 0.0223 :.1.13 ON COM P NEB BOA• OM 'COM - ESSIO in4 /ft Sx in3 /ft 0.0187 0.0275 0.0273 • 0.0377.. Ma in -kip /ft in4 /ft 0.0248 0.0319 Sx in3 /ft 0.0365 0.0477 Ma in -kip /ft ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT PTOTES: 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33 1/3%. 8. THIS PANEL IS TO BE USED AS WALL PANEL ONLY. SECTION PROPERTIES AND ALLOWABLE LOADS "A" PANEL 6. VALUES SHOWN FOR WIND LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF L/120. 7. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPAN$. MULTIPLY ALLOWABLE STRESS.VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS.`"' 1.31 1.43 114 59 34 21 14 PANELPROPI=RTIES ALLDINABLE.UTORIIREN LOADS IN POUNDS PER SOUAREFOOT 26 24 0.0181 I 0.91 I 80.0 0.0451 I 0.0522. I 1.87 I 0.0388 I 0.0365 0.0223 ';i•SPAN IN FEET.V '15.4ft ;k 4.0 5.0 6.0 7.0 8.0 ?;7 1.12 4Y Y�M1' J[, itf. wr: Y. r.- h ,.r�.r.�rrvtuvev....wu. «..c,... s.v.�..... 7Y t tre- e- I lit i • 1 1_41/5' t/e- �- .♦ L Ye+• DEEP SCREW GROOVE P.ANEL-TO IP N•C VIE ION:' ... • Ix in4 /ft 50.0 f 0.0555 I 0.0643 . { ry h. r C 1Y • t'*" :.,.- T '+R`P y1 WMt ,,... c - a r �= . • ' �#^+ '1'. • p G=r{ 26 G at ' -r • . ?♦ +i s �.24.GAUGE ' C •.""la. .aril' '44"' lea. i ..+t�R/ra izamaii .'+ t ` :t sS::I J*=3-7 - "y + ir- - - .. r r r ,WIN n1t�;. ..' r -, +WIND LOAD ++� y� ND LOAD w ?. Q l QAD °' WIND L'OAQ fWRJD LOA., � x { ` WMNO l.0'AD'•'? ; PR ��SU CTI ''NQ ?: =_ DEFLECTION4 1. ; , SUC TION =, , r^1.E CTIONY ?• 85 ~ I 114 � 162 I . 104 I 125 210 fie NET COVERAGE 54 73 • 83 38 51 48 28 37 30 21 28 20 8. THIS PANEL IS TO BE USED AS WALL PANEL ONLY. tx tr "AM" PANEL Sx in3 /ft Ma in -kip /ft 1.92 I 0.0536 I 0.0536 67 46 34 26 Ix in4 /ft NOTES: • 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33 1/3 %. 6. VALUES SHOWN FOR WIND LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF L/120. 7. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS. • SECTION PROPERTIES AND ALLOWABLE LOADS "AM" PANEL NNW BOOM IH COMP.RESSIO 80 56 41 31 Sx in3 /ft Ma in -kip /ft 1.31 1.60 108 62 39 26 1 �� • PANEL PROPtit I its 26 24 PAN IN.FEET -4*.- -*UPLIFT • 4.0 0.0181 0.0223 - ••••••• - • 6.0 . . 0.91 3. Sx IS FOR BENDING. 1.12 93 60 42 2. Ix IS FOR DEFLECTION DETERMINAT1DN. • 36" NET COVERAGE 12" 12" 12" 80.0 3 1/2" 11/4" Ix 1n4/ft 0.0420 50.0 1. 0.0586 ALLOWABLE UNIFORM WADS IN POUNDS PER SQUAREFOOT L1VJ..OAD TRESS - 87 55 38 . 31 1.28 "HRBL" PANEL PANEL" ORIN COMPRESSION TOPX42. Sx in3/ft 0.0394 0.0591 :I.JVE LOAD :14W11713176A DOLVILIVE LOA IC!. Firgrnig -. :4 r1 L'Ej ' zalgas 107 • 55 32 1 52 40 20 • 8.0 1 24 1 21 1 13 • 1, 3 11/1 6" Tr 1 Ma in-kip/ft 1.42 . 1.77 4 2CGAUG sA; "1.1"*. • ' " 116 FEI=.0=1 Ix in4/ft 0.0407 1 0.0502 0.0534 • 1 0.0638 92 75 58 39 7 : 29 30 22 Sx .in3/ft NOTES: .1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. 6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33 1/3%. 7. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF L/180. 8. ALLOWABL'E LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDiTIONS7 9. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS. SECTION PROPERTIES AND ALLOWABLE LOADS "HRBL" PANEL, • Ma in-kip/ft 1.80 1.91 ..DFLECTIONW 144 74 43 • 27 18 41 : XS 2.1x IS FOR DEFLECTION DETERMINATION: 36" NET COVERAGE 3. Sx IS FOR BENDING. • 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. 6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33 1/3 %. SECTION PROPERTIES AND ALLOWABLE LOADS "HR" PANEL • . NOTES: 1.aHE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 7. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF 11180. .8. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONa1T1ONS. 9. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS. 42 L 4.0 5.0 ' 6.0 ' 7.0. • 8.0 io II • 1314" 113/8" "PBR" PANEL 30 23 ECTION DETERMINATION. ING. BLE BENDING MOMENT. 12" 12" 12" 55 38 28 21 36" NET COVERAGE 5 20 14 IGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. • 72 50 37 :. 29 PANELsiiv :.OM:IN'COM'RESSION• 0.0573 I 0.0644 I 1.93 • 41 30 22 19 • LIVE L AD %`�` "r D FL'wCTION r7 45 28 NOTES: 1.. HE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFL 3. Sx IS FOR BEN 4. Ma IS ALLOWA 5. THE PANEL WE 6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33113 %. 7. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF L/180. 8. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 �EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN COND1TIONS.� 9. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS. • • r. uwh�am ]a..sn..vwrs.a...�a....wrv.n w ..... w ,.. �«...- �............. w. �... e.. r..«. �.........+..... n... w. w... n�.... ww+.. �..... n.+. x.. a ..wn..w.. w e r!.art e srf+5 � !`?n.tt. SECTION PROPERTIES AND ALLOWABLE LOADS "PBR" PANEL f l 3 .� -, .,. ... <. ., . . ,.„ , «, .. d . M.p .�„ <K r. warn• r a sm pr.. r , v* ra 44 26 . .r 2 4.0 . 89 5.0 . 6.0 . 40 12" 10 57 30 8.0' . . 23 36" NET COVERAGE 12" 3/4" "R" PANEL AN EL OP N COMPRESSION Ix Sx in4 /ft in3 /ft 38 32 28 21 14 12" 4 " . Ma in -kip /ft • 4" 3 1/2" • . 1 3/8" PANEL PROPER 1 its 55 72 . 37 29 rM Ix in4 /ft T E . -IO2M1n CO ,cw9 o. S wN,orit SX in3 /ft • 59 Ma in -kip /ft 0.0181 I 0.92 I 80.0 0.0223 I 1.14 50.0 0.0425 I 0.0379 0.0596 1' ` 0.0571., • . 1.36 '• 1 0.0414 • 1.17 0.0573 0.0502 1.80 0.0644 . 1 ; 93 ALLOWABf1.EUNIFORM LOADS IN POUNDS PER SQUARE FOOT 87 • 108 :'• 112 93 151 77 50 41 45 ' 30 I . • • 28 • .. 22 19 NOTES: - • , • ' • 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. 6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 331/3 %. SECTION PROPERTIES AND ALLOWABLE LOADS "R" PANEL EDITION OF THE 7. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF U180. 8. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDFTFONS.' 9. LOAD TABLEVALUES DO NOT INCLUDE WEB CR1PPING REQUIREMENTS. • • } .• ,,, ,, .:. .. I WIND LUAU _ . . a -` ; , a UP, ' • • r T . - •' . w.r LIVE LOAD• ` UVEL'DAD" AWIND LOA ' . £ 1VE L OADS W TRESS 44 D E O .1 •'UPLIFT. �r • STRRES y'j TRESS: >�r....� .r. ...�. .te �....t r+64 .. . r +r- • i`i JS Lti,, � A ... , �A D EFLE CT ION�,.� �fN�kar>,..r..r 4.0 101 63 56 .115 .. 75 75 5.0 • • • • 65 40 29 74 .: , . 48 : 39 • 6.0 45 28 17 52 33 22 • •17.0 ., .. 34 . 20 10 38 . . 24 • - 14 . • 8.0 •' 26, 15• 7 30 • 18 9 NOTES: • . • • 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH T}- E 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. , .. • 4. Ma IS ALLOWABLE BENDING MOMENT. • . • s . 5. THE PANEL WEIGHT HAS DEDUCTED FROM THE ALLOWABLE LOADS. • - 6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 33113 %. ' 7. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF U180. ' .u0 TIf1V ;s►�"�''- �'.'��� �:;•.;,� ;;ter • �ewu urce PANEL PROPERTIES 26 24 0.0181 0.0223 "U" PANEL Ix in4 /ft Sx in3 /ft 0.92 I 80.0 0.0260 0.0429 1.13 I 50.0 0.0344 0.0584 Ma Ix . in -kip /ft in4 /ft Sx in3 /ft ill P NE 7 COM .R PANEL••BOi.. 9M'IN COMPRESSION f 1.54 0.0177 • 0.0366 1.75 0.0242 0.0523 Ma in -kip /ft 1.32 1.56 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT . .. •rrv... .rr .. V ♦r1LVL VIIv..!. rl1 \V 6ir \V LV VI\ r/ll \{ VV�VI L<�v v �YVr14. VVI�111 \VVVV VI !11 \J. ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS, 9. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS. • SECTION PROPERTIES AND ALLOWABLE LOADS "U" PANEL 49 L. • • •••••••,..+ e",.••■••,1•44,1,•■■■••/.../11 4G 24 22 0.0223 •1.29 0.0286 .1.66 • : 4.0 84 5.0 6.0 3/4" rfl 16" 4" 4" 4" 4" "SS216" PANEL Ix Sx in4/ft in3/ft 50.0 0.1332 f 0.0739 . 50.01 0.1712 I 0.1023. 37 27 254 :130 75 : 47 Ma in-kip/ft 2.21 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT h :,/ 4.-.e 7 - ••■•0 ..•• • - • 1. -••-•.:••• ' • • j, • •,„,e (SP N IN FEE r STRESS r-* • IVE'LOAD 2 M ISTA_ _ VE&•" _ ,-z, TUVE. MAD DEFLEC 310142 VELOAD STRESS. c;LNE L r OAVDEFLECTION rt ° EVRELtfraiElkiS% ) :41tNtr"et0A--- 73 • 50 NOTES: 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE • . .) 5 ,151 SPECIFICATIONS WITH 1989 ADDENDUM.. . . . 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. I 5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM 'THE ALLOWABLE LOADS. 6. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF U180. 7. ALLOWABLE LOAD VALIJES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS. 8, LOAD TABLE VALUES DO NOT INCLUDE WEB GRIPPING REQUIREMENTS. . . _ • I • SECTION PROPERTIES AND ALLOWABLE LOADS "SS216" PANEL Ix Sx' • Ma in4/ft 1n3/ft in-kip/ft 0.0637 0.0584 1.75 3.06 1 0.0905 0.0796 2.38 114 337 •,.. 173 . • • 100 36 ''.777 • : • 63 Y iNY :Yevilnkt.tVn"R•:+`T' "':XYtr2 .tv.: • 24 22 `• 0.0223 0.0286 SPAN IN FEET 0 __ L T.47% .LIVE- LOAD STRESS: "c • 4.0 5.0 6.0 7.0 • 13/16" 1 7/8" 5 /8:' ('1 1 • C 1.34 1.72 I • 158 0.3276 1 0.1471 0.4225 ' 0.1907 50.0 50.0 100 69 51 2 5/16" 7 3/8" } r PANEL TOP.IN'COMPRESSION = PtN BO !NM SESSION Ix in4 /ft 12" NET COVERAGE 12" "WR" SS PANEL Sx in3lft t "LIVE LOAD DEFLECT 681 348 202 127 • Ma in -kip /ft 4.40 5.71 . Ix in4 /ft 0.2010 0.2772 2Z GAU ill Sx • in3 /ft 0.1090 0.1459 3.26 4.37 -*1• LN E LOAD.STRESS' J i,L1VE LOAD DEFLECTION '• 211 901 • 134 461 93 267 . 68 . 168 NOTES: 1. THE PANEL SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. .2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. 5. THE PANEL IA/EIGHT HAS BEEN !DEDUCTED FROM THE ALLOWABLE LOADS. • 6. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF L/180. 7. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS. 8. LOAD TABLE VALUES DO NOT INCLUDE WEB CRI ?PING REQUIRkMENTS.. SECTION PROPERTIES AND ALLOWABLE LOADS 12" "WR" SS PANEL 4 1 Ma in-kip/ft • 24 22 e 0.0223 0.0286 • 4.0 6.0 17.0 1.22 1.56 50.0 • 0.2599 0.1057 • 50.0 0.3354 3.1700 • ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 105 67 • 46 33 90" NET COVERAGE 18" "WR" SS PANEL Ix Sx in4 /ft in3 /ft 508 ' • 260 151 95 3.17 4.13 0.1349 0.1867 • 141 • 90 62 • .45 Sx Ma in3 /ft in -kip /ft 0.0749 0.0976 4b 2.18 • 2.92 4� i'LIVE•LOAD DEFLECTION' - 672 344 199 • 125 NOTES: • 1. THE PANEL SECTION PROPERTIES HAVE•BEEN. IN ACCORDANCE WITH THE 1986 EDITION OF THE • - AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. . .5..THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. 6. SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF U180. 7. LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS. 8. LOAD TABLE VALUES DO NOT INCLUDE WEB GRIPPING REQUIREMENTS:" ` SECTION PROPERTIES AND ALLOWABLE LOADS 18" "WR" SS PANEL 24 22 0.0223 0.0286 1.16 '1.49 s itZtaZMAMISRMSIMM LIVE LOADS ESS . :LIVE.L'OAD DEFLECTION? 4.0 79 5.0 50 6.0 34 • '.7.0 2 5 24" NET COVERAGE Ix in4 /ft Sx in3lft 24" "WR" SS PANEL PANEL-.TOP-1N•COMPRESSION Ma in -kip /ft 2.44 3.22 PANEL PROPER I Its -AN BO a racee �Iu rsvc, ON Ix in4 /ft Sx in3 /ft Ma in -kip /ft 50.0 50.0 0.2129 I 0.0814 0.2749 I ' 0.1075 0.1014 0.0547 0.1406 '0.0733 1.64 2.20 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT LIVE LOAD STRESS eF'4'.�9MEMS.M .. gLJVE LOAD DEFLECTION 405 105 535' . 207 67 274 120 46 159 . 76 33. 100 NOTES: • . . 1. THE PANEL SECTION PROPERTIES•HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. 3. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT, .5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. 6. VALUES SHOWN FOR LIVE LOAD DEFLECTION ARE LIMITED BY A MAXIMUM DEFLECTION RATIO OF U180. 7. ALLOWABLE LOAD VALUES SHOWN ARE BASED ON PANEL COVERING 3 EQUAL CONTINUOUS SPANS. MULTIPLY ALLOWABLE STRESS VALUES SHOWN BY 0.8 FOR 2 SPAN CONDITIONS. 8. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS."" es SECTION PROPERTIES AND ALLOWABLE LOADS 24" "WR" SS PANEL . ' 0 0 . 12' 12' 1 12' 1Y 1 1 , • "RETRO R TM " PANEL PANEL PROPERTIES �.�K t41 ? • �!fz j " ', , a ,r 1; ' i tI. .GA.. , "Z `s .r;:;_. i.. hi t 4 r "� ; ii .11. J l. i 4c WT. •r;4 7• z ii a _ ~: T� • ; 403.1 . 4 : p � , � t •: � PANEL'fOP IN COMPRESSION,, : , ; ,, t .: �. �.�t• ••n3_ nr.{<...,- . y .,.• r : n- . . ; ; ;�: PANEL BOTTOM 1N COMPRESSION :d ., . f. , :.;:. .1' .....,:'- FY • r ;,' fit;' : Ix in4 /ft SX in3 /ft M a in- kip /ft Ix in4 /ft Sx in3 /ft Ma in -kip /ft 29 0.63 80.0 1 0.0199 0.0237 0.85 0.0134 0.0188 0.67 • ALLOWABLE UNIFORM LOADS IN POUNDS PEA SQUARE FOOT v.:`lt.r : : . 1 • -'': fC4•''. :i r1 'C =, t .L. ; :"';? IY .'L1.:.T_r r t S PAN IN FEET•: + ':• - • L ::: :;:_.: i .•: t•- , %_t :: :y. ^•.fit... �t:�• .. ... , '•s.b��l: ;: ^ ..; r ; "f..;,"S'!' :1; °- Tt:111._ s:�K!::r,:9r:•.;. '•'kt�.. :r;•r_ r := Q %1 �•: ;•,�; -s ' .i ' •I± '��; _. 5; •2 � :, ,r • ; • - .y ✓ •. •;; :- •: ^74' - ltr..it:=6 -: '-':...t.',.- �+: ' 1!" . _ ? - .: , .. ...: `.. .. .._ . ... :' �•r _.. . . . .!r�� Vii: • .7g17i�:.i• r:412tA �� }ii :i- 01. ''iil' i•� •?{r•'73:e..'41i-:,,pt.::2 .tir ;i:. - :i. �' i< .t 1 • ,: +•� %r�(•d •; , +•i< � � 3 OR MORE SPANS„ .t• -,. t•1"'. � . t�s:.•.,. . 1'�:j;.i. •. •+ . : �:'s:, _ �.. :::...; •; .. � � •• .�.•'•:.' �l: %T't1:.1� ^�:•�i•�t•'••�:ir J ?Kr: :. �, •li.ij - :� , '.i.:l� ..::�:... r�I :gip �,`� : ;.r_ .:,••::LIVE LOAD. - ,., i'�•.:•.. :,� :'.... . S::s= .'�ti..i• .... :i' .. _ ":G,'.t,, 1:'. :i� .. •.. �. •.. •: -�• r :��:.•1 WEND UPLI FT. . . ; r, , = ..i • .. �,7 •y.�' • .. ` . - 'i''i •1•.t:� . ~ '' .-41 ` ''" LIVE LOA •`•' .'" fr D . !..... � . ... ,. .':;•;. : �; - „ • . -i • :t� '. 'ti:: � ,, :.]:C • s "�` WIND UPLI �..- ::i ,. ''• UPLIFT ' '•t�.:'.i ::'� •. ..... y ::li.i• .1:... 2.0 112 190 131 222 3.0 49 85 I 58 99 ' 4.0 27 48 I 32 ( 43' 5.0 17 28' I 20 22' 6.0 • I 12 . . 16' ( 13' 13' NOTES: - 1. THE PANEL SECTION PROPERTIES HAVE CALCULATED IN ACCORDANCE WITH THE 1986 EDITION OF THE _ AISI SPECIFICATIONS WITH .1989 ADDENDUM. 2. Ix IS FOR DEFLECTION DETERMINATION. . 13. Sx IS FOR BENDING. 4. Ma IS ALLOWABLE BENDING MOMENT. 1 '5. THE PANEL WEIGHT HAS BEEN DEDUCTED FROM THE ALLOWABLE LOADS. • .6. THE WIND LOAD STRESS VALUES HAVE BEEN INCREASED BY 331/3 %. . • 7. LOAD TABLE VALUES DO NOT INCLUDE WEB CRIPPING REQUIREMENTS. r 8. ' • DEFLECTION LOADS FOR A MAXIMUM DEFLECTION RATIO OF U180. • SECTION 'PROPERTIES AND ALLOWABLE LOADS • "RETRO R T"I " PANEL • craf SECTION NAME .-4;;Avi• 8 x 2Z16 8 x 2Z15 8 x 2Z14 8 x 8 x 2Z12 SECTION NAME 8 x 2Z16 8Z15 8 x 2Z14 • 8 2Z13 • 8 *2Z12 X 144- R=.1875 ...13,47M Watts* T:Irast (7 • g t‘ • ,r-DIM,rENSIONALP,ROPERTIES" - 1 4 1 4 3 1 --11- 17.:.wwL1 ANEMlft-44 5.22s 8 x 2.125 x 2.375 j 16 I 0.061 I 2 0.850 I 0.915 8 x 2.125 x 2.375 • 15 0.069 3.270 0.952 0.929 1 71.73 I 3.65 • 8 x 2.125 x 2.375 50' 8 x 2.125 x 2.375 13 0.093 4.412 1.298 0.970 I 101.85 9.06 8 x 2.125 x 2.375 Ix si 8.018 • 9.049 • .,•• . 9.536 12.123 ;- Ke-41 1.840 . 2.978 13.599 I 3.341 -4 4..( inc aut. • 3.071 2,098 3.067 . . 2.279 I 3.066 NOTES: 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3. Se AND Sy ARE FOR BENDING. 4. FY=57.0 KSI FU=70.0 KSI 3,057 kct.,(LE aift:SZ' (in4. ;it ).7 14 .0.073 3.450 1.015 0.935 1 77.95 1 4.31 12 .0.105 4.966 1.461 0.990 1114.25 1 12.51 1"14 1.119 • 1.271 • 1.343 1.735 3.051 I 1.963 DIMENSION AND SECTION PROPERTIES 8 x 2.125 ZEE SECTIONS S W1 0.355 0.421 Wg "Au-OWAELS_S_V--: 62.93 2.53 - 1.147 • 0.450 1.150 0.599 0.676 1.159 a kips):Fw. _44,7 0 X Sz NAME'S artgrik R =.1875 X 50° NOTES: SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 1. GENERAL DATA 4, FY =57.0 KSI FU =70.0 KSI `j 1 .,� ..y� .. . �.. �t•:� .t+�+'r..;. i .‘ . . +!y�.� +�i -7 DIMENSIONAL EROPERTIES .Ei 7 K T la HT : GAG1 .1f.4 3. Se AND Sy ARE FOR BENDING. P AREAr (i 12) ALLOWABLES =. UP ' `!Aa V a: (n) FA. ik) ,iphSkips 3.305 I 0.972 I 0.915 I 78.37 I 1.99 10 x 2Z15 3.739 I 1.100 , I 0.928 I 95.12 2.89 10x2Z16 ( 10x2.125x2.375 4. 16 I 0.061 10 x 2.125 x 2.375 I . 15 0.069 10 x 2Z14 10 x 2.125 x 2.375 1. 14 I 0.073 3.945 I 1.160 1 0.935 1 106.44 I 3.40 13 0.093 10x2213 I 10 x 2.125 x 2.375 5.045 1 1.484 l 0.970 1 139.43 I 7.14. 10 x 2Z12 I 10 x 2.125 x 2.375 • .12 0.105 5.679 I 1.6701 0.990 1 156.54 1 10.21 SECTION PROPERTIES SECTION:NAME 10'x 2Z16 10x2Z13 10x2Z12 13.657 2.291 10x2215 15,423 10 x 2Z14 16.258 3.112 20.701, 23.242 4.577 3.748 ' 1.119 3,745: " - :.1.271 . -c 3.743 3.730 1.343 ��1.735 1.964 DIMENSION AND SECTION PROPERTIES 10 x 2.125 ZEE SECTIONS 0.355 0.420 0.449 0.598 : 0.675 • 1.073 1.075 1.076 1.081. : r 1.084 Cl ';- '4* � SECTION NAME 10 x 3Z15 10 x 3Z14 10 x 3Z13 10x3Z12 4 .N,;r*1 ... 10 x 3Z13 10 x 3Z12 1 81 Y B2 10x3.125x3.375 25.269 28.374 R =.1875 1. SECTION PROPERTIES AND ALLOWABLES ARE X COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 4.273 4.930 5 O 10x3.125x3.375 1 14 "^,. • S ECTION NAM 9 A S S: fce 4� - 1 i a:4 .� .�" "r a I �n. k `�:alff,� e.._.r -", 1 4:.Cn4)E a:1 r.. r.`•{,:ia --' a z,+s 10 x 3Z15 � 18.826 y 2.842 10 x 3Z14 19.846 3.095 3.885 NOTES: 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI r s� 1 T ' a -� D I D M EN NS S ' IO � N O P rER TI S• :1: L M 1 ti c . 3.890 lii D x Bl X Sn I •` W t iT � VYc1GFiTy; DIMENSION AND SECTION PROPERTIES 10 x 3.125 ZEE SECTIONS 4.130 rnz)Ccl ?r�) Ai : (in- kJ'✓,x f .i:_IkJps) ;': 15 I 0.069 I 4.208 1.238 I 0.928 I 97.20 I 2.89 0.073 I 4.440 1.306 I 0.935 1 105.85 3.40 10 x 3.125 x 3.375 I 13 1 0.093 I 5.678 1.670 1 0.970 1 146.12 1 7.14 10 x 3.125 x 3.375 I 12 I 0.105 I 6.392 I 1.880 I 0.990 1 168.62 1 10.21 r vr4S I Z? ' 4 3 - W eg,v . Zre . _ 0.757 4.672 I 0.960 ' r: r Cn)•i':._ , i u . i n 4 {in3j f: _ _.......-1. .3=.. 3.900 • I 3.033 I 0.563 • • 1.565 3.898 I 3.204. 0.593 Ry 1.566 1.573 1.576 , F 7� �'I•tJI 4 4. ,'S TION NAME 12 x 3Z15 12 x 3Z13 12 x 3Z12 12x3Z14 • 12 x 3Z15 12 x 3Z14 12 x 3Z13 12 x 3Z12 Y B2 D x B1 x. 2s I 12 x 3.125 x 3.375 12x3.125x3.375 ( 14 I 12x3.125x3.375. I 13 . 28.908 30.480 38.844 4 50° 3.394 DIMENSIONA .68 FGAGE . 15 ' .1 0.069 4.677 1.376 I 0.928 1 116.06 I 2.39 ( 0.073 4.935 1.451 1 0.935 1 126.18 I 2.81 NOTES: 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI fcTHICtC�i W IGN `ArR^A. IP I � ��M ; 6 . 2 s � -a.. :'aa4 = {ftr.;��Z)` =C . )zs; sin fc) a- 0.093 I I 12x3.125x3.375 1 12 1 0.105 ( 7.104 SECTION Prusvust _ '1'` 4 4kSi:..4• 3 15, X- • 4.584 . 4.583 5.366 4.575 T.- 6.311 1.856 I 0.970 1 183.52 1 5.89 2.089 I 0.990 1217.87 1 8.42 3.033 • 3.204 4.131 4.672 • DIMENSION AND SECTION PROPERTIES 12 x 3.125 ZEE SECTIONS . Sy 0.566 0.596 0.962 ;• r eMPrigt£64g1 A �w rwr f �..� {in) .w% 1.485 • '1.486 0.761 I 1.492 1.495 0 GOAL DATA c fi ', ' ''SECTION NAM 8 x 2.5 C16 8x2.5C15 • ':,ray. 4 , . „. ,:p.).:i --etc;'' '." • 1z. 4i'?3`2ta�niv, r ``•.p 4 � � ' . DIMENSIONAL PROPERTIES - • - DXB•�`•� r te` -GAGE THICK r eSl4 z LS WEIGHT. , ' 'n.AREA' 0.061 2.891 0.850 I 0.778 1 60.19 I 2.53 0.069 I 3.270 0.962 0.797 I 68.79 ( 3.66 8 x 2.5 C14 8x2.5C13 8 x 2.5 C12' 'a SECTION:NAME - 8x2.5C16 8x2.5615 8 x 2.5 C14 .� 8x2.5C13 8 x 2.5 C12 1 v 8 x 2.5 . 8x2.5 1 15 • 8.050 • 9.082 9.569 12.153' 13.624 8 x 2.5 14 1 0.073 1 3.456 I 1.015 1 0.807 I 74.26 8 x 2.5 . 13 I 0.093 4.412 I 1.298 0.856 1 103.23 9.06 8 x 2.5 12 I 0.105 4.966 I 1.461 0.884 1 116.48 12.51 1.760 • 2.012 2.171 3.018 3.406 16 NOTES: - 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3, Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI .. FU =70.0 KSI 3.077 3.073 3.071 3.060 .1.- 3.054 0.697 1.194 DIMENSION AND SECTION PROPERTIES 8 x 2.5 CEE SECTIONS • 0.348 • • 0.789. 0.401 0.832 0.427 1.062 0.566 0.648 r r t .) , ) ALLO�WA Si 4.31 0.906 @PIM 0.906 0.905 0.905 .• 0.904 0 GENHtALDATA Y• • •r W 1 ,.� CLI,...ti'/. r!r.:110+'JYy�1eL SG 8 x 3.5 C16 8 x 3.5 C15 8x3.5C14 I 8x3.5C13 I 8x3.5C12 I ;SECTION NAME' 8x 3.5 C16 8 x 3.5 C14 8 x 3.5 C13 8 x 3.5 C12 Y NOTES 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION.- 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI i��� � � ;��:+:� ;�. �DIMENSIONAL`PROPGRTlcS' �= '` �.• '� �^` ti:.� ......ta �i'�.:R �LS.�h�.:�.. ^* �cw.n.� ^. � >jYr� :• �- � t r rc ice• i'.5�. i�u:3��.r�:n �r''N'1�L. a i_ ua.`L. �;� ;:,�''�.�,•. _ �YYEIG!-IT% � REA.� :.L1P.� rig n4realea a `5 (inj : 4 tu iP 1L in a ;°_<: M) • s • ftf 9.972 • 8x3.5C15 I 11.252 2.212 8 x 3.5 ( 16 I 0.061 3.305 I 0.972 I 0.778 t) ) ALLOWABLES M Vii; 'x4V �: 61.83 I 2.53 8 x 3.5 15 I 0.069. I 3.739 I 1.100 I 0.797 I 75.65 I 3.66 8 x 3.5 I 14 I 0.073 I 3.945 I 1.160 0.807 I 80.69 I 4.31 8 x 3.5 I 13 I 0.093 5.045 1.484 I 0.856 1 108.61 I 9.06 8 x 3.5 SECTION PROPS " i=`. ? � � '�,'��"r'.•� � �.' SY -Y ,.,t: a 1 � �_. 1.808 I 3.203 • $ . 11.856 I 2.359 15.063 3.176 3.197 I 1.880 3.186 1 2.405 16.890 3.571 I 12 I 0.105 I 5.679 I 1.670 I 0.884 1 122.11 1 12.51 3.199 • R Y n G rCC oaf-Tinkle 1.575 ' 1.782 3.180 2.707 DIMENSION AND SECTION PROPERTIES 0.570 I 1.273 1.273 1.273 0.935 l 1.273 1.072 7 1.273 0.659 0.702 0 X 10x3.5C15 I 10x3.5014 10 x 3.5 C12 I Y 10x3.5C15 I 18.86T R =.1875 10x3.5C13 I 10x3.5 1'�tCi 10 x 3.5 014 . 19.887 . 3.017 10 x 3.5 C13 10x3.5012 • 28.403 • 4.857 I 13 I NOTES: SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 1. 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI GE E ALDATA 7 !r �, _ `'�'� A LLOWABL_5 :Y4Yc K - a7s * tw:': ` : Y. `� 'DIMENSIONAL P ROPERTIES - : - 3 --• , s.. : r i E 7:< .. c 1. :l�ii.�:Y }.'2r .r x .:4 17 /. / "• i•-. e t. }•t k F .K- i!}. 1.2Z Z FSECTION NA ME ssc �...:`�: %. tip, i�.�.:..:.:'s;Cw��sY' :.0 .L:�� � ': r •s _v c i� :V %a. U,'-'-t:::74.:;-„, . i ti o.; �. �.. ,. s� EAr L1P_ e• 'M =r. .�. '::; � w ++<i� = lk " ., i X 8 ?.- Z `k' �tTHICK"' `YV=_IG r -AR �- . -,.;'` w� ., =..., �� GVty.=. �., r• ;,. - -" x y� �ti: 1`CiAGC � z a ,.. , 1 .. .: . : .- d . (in2) . -- =t(in).. - .1. , .. :.i `� + Va J• ^ ".•�Y t 4 - x-;-,41.10.:(1D) / - ti _..+ y .�i -::, w ; , - . / 4 • .s If12 t 1 pj Y :ia;:'ig•,e.tr��•:,;.:r. .:�� % , - ...:� ._. .�i: ",G::�,o.�:� .,.�._.(� 'r � ....i 3` s I �e. ) (k�Rs) .. 10 x 3.5 I 15 I 0.069 I 4.208 I 1.238 I 0.797 I 94.29 I 2.89 10 x 3.5 I 14 I 0.073 4.440 I 1.306 I 0.807 1 103.18 I 3.40 0.093 I 5.678 I 1.670 I 0.856 1 147.71 I 7.14 10 x 3.5 I 12 I 0.105 I 6.392 I 1.880 I 0.884 1 166.09 1 10.21 a 110 'AXIS ,. -, Z ' � � �f+{1� • �" "' �5 4 , S `2., ' � A - " E 3 � �r �.il;t15- :?2.2X.. :�rt'�Y�T tere✓k ' ?Y rti3 3.� r.St ar � / 1. 4.d.u►n.... ^T • 2.757 3.904 1.911 0.662 2.017 • 25.307 4.319 3.903 3.887 2.906 1.080 • DIMENSION AND SECTION PROPERTIES 10 x 3.5 CEE SECTIONS 0.705 • r ) '7 1.243 1.243 1.243 1.243 28.958 12x3.5 I 15 :In S:MY .►�t7 - .7, �Y:7+�071tlS75".� DIM E NSIONAL`?ROPERTIES 0.069 I 4.677 I 1.376 I 0.797 1 112.57 I 2.39 0.944 0.663 1.210 1.211 0.707 1.210 : 0 x 12 x 3.5 C15 12 x 3.5 C14 12 x 3.5 C13 12 x 3.5 C12 SECTION NAM -4%4,1 i E .rr .1` s 12 x 3.5 C15 B Y 12 x 3.5 C12 I , 43.676 I. J GENERALICIA1A 12 x 3.5 14 I 0.073 4.935 1.452 I 0.807 1 122.95 I 2.81 12 x 3.5 R =.1875 12 x 3.5 I 12 I 0.105 7.104 I 2.090 I 0.884 1 215.00 I 8.42 SECTION PROPERTIES AXIS 12 x 3.5 C14 l 30.530 j . 3.595 4.586 12 x 3.5 C13 38.890 5.484 4.577 1 2.722 I 13 3.291 6.287 ' 4.572 NOTES: 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI I 0.093 I 5.311 1 1.855 I 0.855 1 187.55 I 5.89 2.126 DIMENSION AND SECTION PROPERTIES 12 x 3.5 CEE SECTIONS r A LLOWAB 3.065' , 1.085 1 1.211 ?� �' =is �4J.�;i.•`. r:r..��y • - •, :: •.a .. r - J. tZ''.y-�F • �- . rt'� . i' . 1 dt5C, 7r.,•Y • OIMENSIONAL.P ROPERTIBS'gfi'sle4t Y r � IiY 8ES14 I 8 x 3.375 x 5 8ES16 I 8 x 3.375 x 5 I 16 I 0.061 I 3.707 I 1.090 I 1.061 68.64 I. 2.55 14 I 0.073 4.424 I 1.301 1.090 I 88.05 I 4.34 3.208 3.214 I 2.970 3.190 I .5.089 I 1.389 LLOWABLES: ARIELItaP 1.650 61 R- 0.1875 • 62 8ES14 8ES12 I 19.056 ONE 12 12 or.= NOTES: 1. SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI 8ES12 8 x 3.375 x 5 I 12 I 0.105 I 6.369 I 1.873 I 1.168 1 135.02 1 12.60 DIMENSION AND SECTION PROPERTIES 8" EAVE STRUT 0.736 I••;3.542 I =0.907 )t 1.648 x T B2 R- 0.1875 12 ONE I 12 ONE NOTES: 1. f;() SECTION PROPERTIES AND ALLOWABLES ARE COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3. Se AND Sy ARE FOR BENDING. 4. FY =57.0 KSI FU =70.0 KSI • GENE ALOATA 10ES14 10ES12 10x 4x6 OW S a� I 3.42 10x4x6 'CHICK 14 I 0.073 i2 I 0.105 .72161 ?r. 5.415 I 1.593 7.795 I 2.293 DIMENSION AND SECTION PROPERTIES 10" EAVE STRUT AREA 1.277 1 120.68 1.355 1 198.61 1 10.28 SECuON PROPERTIES i6 �`- SECTION NAME 12ES14 I 12 x4 x6 14 0.073 I 5.910 I 1.738 I 1.277 1 146.11 12ES12 . 12 x4 x6 , 12 0.105 I 8.507 1 2.502 I 1.355 1 256.86 I 8.47 aFMa aw;; 12ES14 12ES12 61 62 ( 7 38.942 55.660 ONE 12 NOTES: 1. SECTION PROPERTIES AND ALLOWABLES ARE R= 0.1875 COMPUTED IN ACCORDANCE WITH THE 1986 EDITION OF THE AISI SPECIFICATIONS WITH 1989 ADDENDUM. 2. Ix AND ly ARE FOR DEFLECTION DETERMINATION. 3, Se AND Sy ARE FOR BENDING. 12 ONE 4. FY =57.0 KSI FU =70.0 KSI GSNEiALDATA SECTON PROPERTIES 4.272 7.510 4.733 6.583 4.716 • I 9.467 DIMENSION AND SECTION PROPERTIES 12" EAVE STRUT 1.266 ,_-1.950 1.946 2.82 1.945 ENGRES2.FRP SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: We Bldg. w.n+.n M1Htl✓.n�4,:r `31'�':S�ist.t',s..n, r CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 Planning Fire vvnn. xmrcvn,!. r :nvtrtvn:N:rMn+r:G�FhPwv3e..nter r:r�v�.n++wNvN:w+N+`wAe+ISnN rRnvrnlwriMitn ,,hea'nniM15.f.M41 V.a REVISION SUBMITTAL DATE: 1 EO I C17 PLAN CHECK/PERMIT NUMBER: L q7- Oa75 PROJECT NAME: V a l I - e - T - (U C K ez m ri PROJECT ADDRESS: I 13 I Pac. ` 5 CONTACT PERSON: JOl ) f Weidi PHONE: ` L I) S 6 REVISION SUMMARY: an door \oc(-rxs RECEIVED OCT � 997 , Qa PERMIT CENTER h 4effd Th CITY USE ONLY Public Works 3/19/96 • , . R OBE R 1' FOSSATTI ASSOCIA1ES CONSULTING ENGINEERS October 17, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97-T-17 Valley Truck and Equipment (D97-0275) RFA #97102-17 Dear Mr. Griffin: Cry tal Kolke Senior Plan Reviewer a:\RFA197t17^3.doc cc: Mr. John T. Welch, Sr. Valley Truck and Equipment 12421 Pacific Highway South Seattle, WA 98168 A PROFESSIONAL, . SERVICES • CORPORATION 2030 FIRST AVENUE SUITE 203 SIU171,E,11'ASIIINGTON1111121 Enclosed are the drawings and structural calculations for your use. If you have any questions, please call me directly at (425) 255-3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. TELEPIIONE: (209) 256-1803' FAN: (206) 256-0197 We have reviewed additional information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments. RECEIVED CITY OF TUKWILA OCT 1 7 1997 PERMIT CENTER F()SSATTI A S S O C I A T E S CONSULTING ENGINEERS October 7, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Foundation A PROFESSIONAL SERVICES CORI'ORMION 2030 FIRST AVENUE • SUITE 203 SEATfLE. HASIIINGTON 00121 E EPIIONE: (2001 250- 111(1:1 • FAX: (206) 266.0107 Regarding: 97 -T -17 Valley Truck and Equipment (D97 -0275) RFA #97102 -17 Dear Mr. Griffin: We have reviewed additional information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. Please note that an itemized response letter should be provided. We did not receive updated metal building drawings in the latest resubmittal package; therefore, our previous comments on the building remain. The following comments should be addressed by the permit applicant: 1. Special inspection should be specifically called out on the drawings. The drawings must indicate that special inspection will be provided for the placement and taking of test specimens for reinforced concrete, placement of concrete around anchor bolts, placement of reinforcement, and epoxy grouting per UBC Section 1701.5. 2. Section B -B that is cut at the west slab calls out longitudinal top reinforcing as #4's at 6" o.c., typically. This detail should refer to the Moment Diagram for top steel reinforcing since the end conditions require #5's at 4,5" o.c. 3. The thickened edge note on the main slab plan should be clarified to point to the intended locations. Building 4. Special inspection is required for structural welding and high - strength bolting per UBC Section 1701.5. This information needs to be called out on the drawings. 5. Welding must be performed by WABO - certified welders. The appropriate note should be added to the drawings. 0'6 DEVELOPM z ` 0 Cry -. Kolke Senior Plan Reviewer r :\RFA\97t17"2.doc Mr. John T. Welch, Sr. Valley Truck and Equipment 12421 Pacific Highway South Seattle, WA 98168 Th above listed review comments should be responded in itemized letter form. We, therefore, recommend that the permit applicant have the structural Engineer of Record, Larry E. Steward, P .E., respond to the Foundation comments above and have Sentinel. Building Systems respond to the Building comments above and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, unless noted otherwise above. We have a copy of this letter to Valley Truck and Equipment for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 - 3099. Sincerely, R OBERT FOSSATTI ASSOCIATES, INC., P. DATE: 04 PROJECT NAME: PROJECT ADDRESS: /A /ac C. CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL 7 PLAN CHECK/PERMIT NUMBER: \ /1 CONTACT PERSON: Jo h kpi PHONE: REVISION SUMMARY: A. o��s SHEET NUMBER(S) Bldg. Planning t* w�+ r. nrMextPa�r ;P3:t_i o-V41kvasxxh.tvon - , - 4. mth ttvvV ef7't gcl.v 7F °bU1'wtw vsfv.* I*Ms c 644.-r /A K r_ 4 () J- tM "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: P CENTER CITY USE ONLY Fire ;24/-2 -S's oy m s G44 }IfrCE ►u FEl CITY OF TUKWILA OCT 0 11997 PERMIT CENTER 4).r f eC (; I c71 P,ici CITY OFETUKWILA Public Works 3/19/96 City Of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Wa. 9818 October 1, 1997 Dear Ken Nelson, RE: Correction letter #1 Application number D97 -0275 Valley Truck and Equipment 12421 Pacific Hwy. South Please note the explanations or actions re the following items. 1. We have received structural calculations from Sentinel Building Co. and have sent them, to Crystal Kolke at Fossatti for review. 2. We have increased the depth and strength of the footing so that "pilings" are no longer being used. 3. There are 3 personal and 2 roll up doors included with our building. These will be shown on our revised plans. 4. The ventilation will be addressed with our mechanical permit application. 5. Our site plan shows our diesel tank and lube oil storage away from the requested building. The oxygen and acetylene welding outfits are on a cart, as per our fire permit #149 -97. 6. I am enclosing 4 copies of the energy code compliance form. Our effort is to get approval of the structure and footings so we can order the building. We are about 2 months from building delivery after we firm up the order. f r your Than . Welch, Sr.. 6 242 -5504 RECEIVED CITY OF TUKWILA OCT 0 1 1997 PERMIT CENTER C. • -' 1 1 r City of T o!PA: ulcwila Department of Community Development Steve Lancaster Director ................ ,fa 1908 September 29, 1997 Mr. John Welch Valley Truck and Equipment, Inc. 12421 Pacific Highway South Tukwila, Washington 98168 Dear Mr. Welch: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0275 Valley Truck and Equipment, Inc. 12421 Pacific Hy S John W. Rants, Mayor This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division. At this time the Public Works Department, Planning Division and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, *6-0 Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0275 6300 Southcenter Boulevard, Shcte #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 ,, • ..". " • ' . ; • .•' ' ' • • • `." • ••• DATE: PROJECT NAME: APPLICATION NO: PLAN REVIEWER: No further comments at this time, BUILDING DIVISION REVIEW Sept. 11, 1997 Valley Truck and Equipment, Inc. D97-0275 Ken Nelsen, Plans Examiner (206) 431-3670 Please provide additional information, clarification, and/or correction on revised, plans for the following Building Division comments . foundation, structural calculations are required for the new building shell. .1.. In addition to the structural calculations already submitted for the concrete slab and '4. At a minimum, reference on the plans the ventilation requirements for the proposed occupancy . required by the Washington State Ventilation and Indoor Air Quality Code. A separate mechanical permit for the ventilation system and final inspection approval of the system is required before the building is occupied. 2. A complete soils investigation report must be submitted for the subject site referencing the applicable requirements in U.B.C. Section 1804. 3. On the building floor plans, indicate an appropriate exit door or doors complying with U.B.C. Chapter 10. 5. On the building permit application, the storage of hazardous materials line is marked yes. However, the noted material storage lockion and Safety Data sheet have not been submitted. Please provide the required hazardous materials information. • 6, The Washington State Energy Code limits the interior and exterior light wattage used for the new building. Provide an appropriate lighting budget and lighting plans showing compliance with W.S.E.C. Section 1141.1. DATE: PROJECT NAME: APPLICATION NO: PLAN REVIEWER: BUILDING DIVISION REVIEW Sept. 11, 1997 Valley Truck and Equipment, Inc. D97 -0275 Ken Nelsen, Plans Examiner (206) 431 -3670 Please provide additional information, clarification, and /or correction on revised plans for the following Building Division comments. 1. In addition to the structural calculations already submitted for the concrete slab and foundation, structural calculations are required for the new building shell. 2. A complete soils investigation report must be submitted for the subject site referencing the applicable requirements in U.B.C. Section 1804. . On the building floor plans, indicate an appropriate exit door or doors complying with U.B.C. Chapter 10. 4. At a minimum, reference on the plans the ventilation requirements for the proposed occupancy required by the Washington State Ventilation and Indoor Air Quality Code. A separate mechanical permit for the ventilation system and final inspection approval of the system is required before the building is occupied. 5. On the building permit application, the storage of hazardous materials line is marked yes. However, the noted material storage location and Safety Data sheet have not been submitted. Please provide the required hazardous materials information. 6. The Washington State Energy Code limits the interior and exterior light wattage used for the new building. Provide an appropriate lighting budget and lighting plans showing compliance with W.S.E.C. Section 1141.1. No further comments at this time. R 0 B E R T FOSSATTI A S S O C I A T E S CONSUMING ENGINEERS September 8, 1997 Regarding: 97 -T -17 Valley Truck and Equip nn ent (D97 -0275) Dear Mr. Griffin: Foundation A PROFESSIONAL 203(1 FIRST AVENI SERVICES SUITE 203 CORI'ORNOON SEATTLE, WASHINGTON 911121 Mr. Duane Griffin City of Tukwila U 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA SEP0819 PERMIT CENTER TELEPHONE: (200) 256-11103 FAX: (2061 20(3 -1)107 5. Some of the notes on Section A -A are cut off. The complete detail should be submitted. 6. We will be able to verify the design loads assumed in the foundation calculations once calculations for the metal building are received by our office. Please note that additional comments may arise once this information is evaluated by our office. RFA #97102 -17 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. The drawings must contain complete structural notes for the project. Material specifications and special inspections need to be specifically called out on the drawings. Refer to UBC Sections 106.3.2 and 1701.5. 2. The live load that the slab has been designed for needs to be indicated on the drawings. 3. Reinforcing drilled into existing concrete must be grouted in some fashion. The drawings should call out this information. Special inspection should be called for, if required. 4. The last page of the calculation summary should be clarified regarding the foundation support. It appears that piles are to be provided. There is not enough information on the drawings regarding piles (i.e., pile type, capacity, reinforcing, etc.). Clarify the drawings and calculations. Please note that a geotechnical report will be necessary if piles are used. Refer to UBC Section 1807.1. The foundation requirements in UBC Section 1804 regarding the potential for liquefaction as well as general pile information per UBC Section 1807 should be complied with. . Special inspection is required for structural welding and high-strength bolting per UBC Section 1701.5. This information needs to be called out on the drawings. The above listed review comments should be responded in itemized letter form. We, therefore, recommend that the permit applicant have the structural Engineer of Record, Larry E. Steward, P.E., respond to the Foundation comments above and have Sentinel Building Systems respond to the Building comments above and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, unless noted otherwise above. We have forwarded a copy of this letter to Valley Truck and Equipment for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255-3099. Building Sincerely, Cry al Kolke Senior Plan Reviewer tORFA\97t17^1.doc 1. Calculations are required to be provided for the metal building by Sentinel Building Systems. Two sets of these calculations should be submitted for our review. Welding must be performed by WABO-certified welders. The appropriate note should be added to the drawings. ROBERT FOSSATTI ASSOCIATES, INC., P.S. cc: Mr. John T. Welch, Sr. Valley Truck and Equipment 12421 Pacific Highway South Seattle, WA 98168 July 28, 1999 Steve Lancaster • • Directoi; Dept of Community Development • • City of Tukwila • 6300 Southcenter Boulevard Tukwila, WA 98188 Dear Mr. Lancaster: On 10/31/97 a Building Permit was issued for a Metal Storage Structure i.o be constructed at 12421 Pacific Highway South. Some construction and some inspections have occurred for this project. However, due to the forthcoming Pacific View Office Park project, this structure will not be completed and all the work previously constructed will be removed without the Building Permit being finaled or an Occupancy Permit being requested. The structure has been completely removed from the site (except for a small section that will be removed when the existing office building is abandoned). The concrete foundations and floor slab from this building stilt remain on site, It is our understanding that this material is shown to be demolished in the Demolition Plans that have been submitted for review for the Pacific View Office Park project (Miscellaneous Permit Application M198.0086). We request that you cancel this permit application. The work was never completed and the structure no longer exists. It wiU be the dearest record of the process to cancel it entirely. We understand that if we chose to re-erect the building at another location in Tukwila, we will have to apply for a new building permit. We hope that this letter clarifies the status of this structure for any future construction applications for this site. If you have any questions, or require any further information, please contact Haynes Lund of Sabey Corporation Architecture Group at 206- 261.8700. Sin -rel G r� n T. Welch alley Trucking & Equipment Co, CC: Fib, S.bsy Corp, aW YNESIADVOUNTeRQTEIWPITUKWWLCN .LTR RECEIVED CITY OF TUKWILA JUL 281998 PERMIT CENTER City of Tukwila Fire Department Fire Department Review Control #D97 -0275 (512) August 27, 1997 Re: Valley Truck & Equipment, Inc. - 12421 Pacific Highway South 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 your establishment is each 1,500 sq. ft. of the "all purpose" (2A, travel distance to any (NFPA 10, 3 -1.1) of fire extinguishers required for calculated at one extinguisher for area. The extinguisher should be of 20 B:C) dry chemical type. The extinguisher must be 75' or less. Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 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) John W. Rants, Mayor Thomas P. Keefe, Fire Chief • Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 2 Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) • John W. Rants, Mayor Maintain fire extinguisher coverage throughout. 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112. (UFC 1207.1) 3. A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #1742. Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone.• (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number Local U.L. central station supervision is required. (City Ordinance #1742) Thomas P. Keefe, Fine Chief 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) Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #1742) When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #1742) Fire alarm systems shall be maintained in an operative - condition at all times. Fire alarm systems and their component parts shall be inspected and tested per manufacturer's specifications and N.F.P.A. 72 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. (NFPA 72 (7 -3.2, 7- 3.2.1)) (City Ordinance #1742) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax. (206) 5754439 Page number 4 City of Tukwila Fire Department 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) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn- around area. Access shall be within 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) John W. Rants, Mayor Thomas P. Keefe, Fire Chief An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. - When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (UFC 903.2) 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.5-4404 • Fax (206) 57S -4439 Yours truly, Page .number .5. • The Tukwila Fire Prevention Bureau City of Tukwila John W. Rant4 Mayor Fire Department Thomas P. Keefe, Rre Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 10/31/1997 10:14 9E !....1.•-•11t:." • STATE (.;, WASHIN6 . • ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION KBHH INC 407 2ND • 22 ;8033 . TAX . RE) 1 1 ON INDUSTRIAL INSURANCE . INSURANCE Q.E3+87“.•, .443ER 1» OR he 044 P ' E DATE V H INC • MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES DEPARTMENT OF LABOR AND INDUSTRIES "kE PERSON NAMED HEREON IS REGISTERED AS PROVIDED ET f _AW AS A WiPATO OU ro/.0.7"; 9E6 1o/oi;i9ii ■ • • - ' 1 • ; 1 , UNIFIED BUSINESS ID 0: 801 742 585 BUSINESS ID 0: 001 LOCATION: 0001 STATE OF WASHINGTON . •• ■•., • • s. , ••• Y•11•1••••••••• • • • RECEIVED CITY OF TUKWILA' OCT 3 1 1997 PERMIT CENTER T.iVal • PAGE 01 • 10/31/1997 11:35 8686689 K.8.1•1. Inc. 704 2281I7 NE #765 REDMOND, WA 960:74:' KING COUNTY (206) 868.6689 FAX (206) 868-6689 SEND TO COMPANY NAM KTENnoN Tut NUMBER Urpins/ Reply ASAP/ CI Pleas* Comment/ Q Please R•vi•w/ 0 For your Information/ Nal pages, including covet :1 eel: • COMMENTS ......... •0 ov qtk • SO RaPEIVED CITY �F TUKWILA PERMIT CENTER if `during _a period ooaerete":placen t'snd curing , the temperature is expected is pected to drop to 30 aegx' witbm ;4 hours :in the tlpimon of thengmeer, all concrete not already cured of as "least 6 days shall be covered asr msillti ' twig niateritsl �la. a .manner and to a' depth which will prevent freezing of the concrete: The >instilating matei"i shall be such that it w U not stain or injure the concrete. The curing period shall be extended.• as much tune as thi fly determine the canditibns justify. ncr$te 'damaged - by frost action or freezing shall be replaced at the Contractor's expense.. Special Inspection Required Expansion doint(Tyflaal) S1ump .Range is ";1 to 3 inches Thickened edge (see section A —A) Air entrainment is 5. percent - 1 -1/2 'inches is maximum aggregate size . Maintain temperature of Concrete to 50 degrees F for the first week after-:pour with tarpulins and insulation If teminperature drops, below 40 degrees- provide insulation. Slab is to be 'cast on - undistured soil. Subgrade to be cleared' of an large stones, 'soid, -wood, mud, and other debris and replaced with _= bank run sand. Subgrade shall be free of frost before ` concrete casting begins. Subgrade shall be compacted to a° uniformly dense surface. Subgrade shall be dampened to be in a moist condition prior to con— crating. This Concrete Slab Design .is designed to for the Steel Building as per plans provided by.Sentinal Building Systems Portland Cement shall; conform to specifications for Po tland Cement. (ASTM C150) and specifications for Air — Entraining Portland Cement (ASTM C175). . Reinforcing Steel shell be grade 80 and conform to 5� A$TM 4615 Epoxy `for. Attaching Rebar to concrete Is QCM EAS # 8 or equal. Live Load "on Siab; 10,000 lbs per tire . Medium Industrial;; Loading To be used for.- Mobile Equipment • Repair Soil Bearings Capacity 1500 PSF _ - eatlier Work ANCHOR- BOLT DETAIL 21,000 # /4 =5250# ` NOTE; k special inspector _shall be present" during the taking , of test specimens and the placing of reinfoteeii .concrete.: The= special "inspector- shall observe the placement of reinforcing steel to see that it SUPPORT; cothpheg. the . plans herein.' he special inspector " shall °observe r the placement of anchor bblts- and the epoxy grouting • of the • reinforcing steel into the existing slab 2. edges: The special: inspector shall; furnish inspection reports to be available for building department designated reviewer gt lbe Thickend edge (see section A -A) � '_..� ® ® mt„1•.�,�..�oa v- .`.�� ^..?�:6.�Lyv,S3s�. �'a :�6�.•J- B�iS�� :.: - ' '1T.T7�.i Y.77T1T'1:.TF.. '•ar= ..� ��i riII! � '.' ... } : s- :'n€uu`:• � �- F.iiSG.a.��c'�a_ " egg ".T'^_il?�'c.. '4�s,F[ "' n'II'+!: - �Ty'^a:n -4 .._ ��.; - j E n.a... ,•.aeecirn ��x. -. -$ .""r Yi..^n..' "�°^_°' - �4Tt.�'^4_ ;s:� �d2FaH GA�`S'.ti'.' ^� . P"Y �l :•{'b'sa �'RF�S'diC.` `z'' - Ya a, e�u.:.:'^$u -y �f ,�. .. ,. _ " .U' _: _- • �. •: 12,722 #Uit East iB,519y UIt East 21k/4 21k/4`, assume- zero= pEFLECTION DIAGRAM 18f 19 # Ult East Feforate. RECEIVED AUG 2 7 199t WIDTH BASIC SIZE G -50 1 O x BASIC SIZE X BASIC SIZE X BASIC SIZE X ENDWALL TYPES BEARING END FRAME MAIN END FRAME ANCHOR BOLTS BY THE BUILDING MANUFACTURER ADDITIONAL FEATURES PANEL ACCESSORY INFORMATION ROOF LIVE LOAD PRIMARY FRAMING SECONDARY FRAMING AUXILIARY LIVE LOAD SNOW LOAD WIND I DAD SEISMIC ZONE ,IMPORTANCE FACTORS" WIND LOAD SNOW LOAD SEISMIC LOAD OTHER LOADS MEZZANINE LOADS IV LOAD LIVE L DEAD LOAD CRANE INFORMATION' NIA LENGTH 125 -0 BUILDING DESCRIPTION HEIGHT X 20 EJ4. X X X LEFT ENDWAI I (X) ( ) BY OTHERS (X) PRODUCT CERTIFICATIONS ROOF PITCH (2a2) RIGHT ENDWALL (X) ( ) r - I I WARNING: I IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. I I BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY I I COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN -OFF I FROM COPPER FLASHING WIRING OR TUBING ONTO GALVALUME SHOULD BE AVOIDED L )O.O PSF GtO PSF $D, D PSF ( Poop) BD.o MPH EXPOSURE NIA PSF NIA PSF ; NIA NOTE: SCREWS TO ALL ..CREWS. BE SELF - DRILLING ROOF COVER', IS ( PBR) PANEL COLOR: ( GALVALUME ,) GA.= (2&) 3/8 TAPE SEAL (X) 1" TAPE SEAL ( ) SCREWS-FRAMING '(*1 STITCH. ( 14 ) WALL COVER IS ("R" ) PANEL COLOR ',( ry GOLD ) GA = (2!0) WALL TAPE (N/A) SCREWS - FRAMING ( IX + ).7117 STITCH ( 14 15 hD' ) (PA ANGLE) HAS BEEN PROVIDED FOR SHEETING ATTACHMENT AT THE BASE ATTACH RAKE TRIM WITH ( 14X8 ) SCREWS TO ROOF AND ( I4x ) SCREWS TO WALL USE 1/8" POP RIVETS AT TRIM SPLICES ATTACH GUTTER WITH SCREWS TO UNDERSIDE OF ATTACH GUTTER STRAPS WITH ( N,P. )SCREWS TO ROOF [ y ATTACH CORNER TRIM WITH (14X 7$_ rrSCREWS ATTACH RAKE ANGLE WITH ( 12 ' SCREWS IS MEMBER OF T T S THE BUILDING MANUFACTURER S A EMBER O HE METAL BUILDING MANUFACTURER_ ASSOCIATION. IN MANUFACTURER'S FABRICATION AND PRODUCTS ARE COVERED OR OF THE FOLLOWING THE BUILDING 00 E CO E ED BY ONE _ MORE 0 E OLLO G CERTIFICATIONS: F PREFABRICATED P FABRICATOR B I IN AND MP N I 'REPORT - 1. A PROVED 0 U LD GS D CO 0 ENTS: REFERENCE CBO, NO FA 33 7 2. SBCCI COMPLIANCE REPORT NO 9027 3. AISC METAL BUILDING CERTIFICATION PROGRAM 4. CITY OF HOUSTON APPROVED FABRICATOR THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY THE BUILDING MANUFACTURER AND AS SPECIFIED IN THE CONTRACT. ACCESSORY ITEMS SUCH AS DOORS. WINDOWS, LOUVERS, TRANSLUCENT PANELS. VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY THE BUILDING MANUFACTURER SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED I FOUNDATION IN sA R D AN TH .TH I N MANUFACTURER PROPERLY N, D CE WITH THE BUILDING DESIGN MAN ON A DES G G DES G UAL, THE ATTACHED DRAWINGS, AND GOOD ERECTION' PRACTICES. BUILDING LOADS THIS 'IS TO CERTIFY THAT THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS I INDICATED AND APPLIED AS REQUIRED BY' I USG al¢ THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REOUIREMENTS OF THE LOCAL BUILDING DEPARTMENT!' I O PANELS I A Z_ PSF FOR F P AND P R' ROOF DEAD LOAD S( 00 ELS A D U LINS' COLLATERAL DEAD' LOAD 0.0 PSF ': GENERAL NOTES THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS_ ANY ALTERATIONS TO THE STRUCTURAL SYSTEM' OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT. CIVIL OR STRUCTURAL ENGINEER. THE BUILDING MANUFACTURER WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED. THIS METAL BUILDING IS DESIGNED WITH THE BUILDING MANUFACTURER'S STANDARD PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES. - 1.' AMERICAN ,INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN; FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDIINGS" 2. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF CO.D:'FORMED STEEL STRUCTURAL MEMBERS" 3. AMERICAN WELDING : SOCIETY: "STRUCTURAL WELDING CODE" AWS D1..1.. 4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL" 5. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "UNIFORM' BUILDING C(I)E" 6. SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL: "STANDARD BUILDING CODE" 7. BUILDING OFFICIAL AND CODE ADMINISTRATORS INTERNATIONAL: "BASIC BUILDING CODE" MATERIAL PROPERTIES OF STEEL PLATE AND SHEET USED IN THE FABRICATION OF PRIMARY RIGID FRAMES AND ALL PRIMARY STRUCTURAL FRAMING MEMBERS (OTHER THAN COLD - FORMED SECTIONS) CONFORM TO THE CHEMISTRY REQUIREMENTS OF ASTM -A36 WITH MINIMUM ` YIELD POINT OF 50.000 P_S_L OR 42.000 P.S.I. AS REQUIRED BY DESIGN. MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF A.S T.M. A- 570,, GRADE ,55, WITH `A MINIMUM YIELD POINT OF 57,000 STRUCTURAL JOINTS WITH A.S TM_' A -325 HIGH STRENGTH BOLTS, WHERE' INDICATED ON THE DRAWINGS. SHALL BE ASSEMBLED AND THE FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN -OF -NUT" METHOD AS DESCRIBED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING AS T.M A -325! OR A -490 BOLTS (11- 13 -85). UNLESS OTHERWISE NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED- ALL STEEL MEMBERS EXCEPT BOLTS AND FASTENERS SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER.' SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY' OF THE CONTRACTOR, UNLESS STIPULATED OTHERWISE IN THE CONTRACT. BUILDER CONTRACTOR RESPONSIBILITIES IT IS THE RESPONSIBILITY'; OF THE '':BUILDER /CONTRACTOR TO,iINSURE ITHAT ALL PROJECT' PLANS AND SPECIFICATIONS COMPLY WITH THE [APPLICABLE REQUIREMENTS OF ANY, GOVERNING BUILDING AUTHORITIES_ THE SUPPLYING Of SEALED ENGINEERING DATA AND DRAWINGS FOR 1THE METAL BUILDING SYSTEM DOES NOT 'IMPLY OR CONSTITUTE' AN AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ( ENGINEER IS ACTING' ASI THE ENGINEER OF ( RECORD OR DESIGN pROFESSIONALL FOR A CONSTRUCTION! PROJECT_ THE CONTRACTOR D MUST iSECURE 'AL( R QUIRE APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED REQUIRED - P T MANUFACTURER AP R VA F H...MAN FA N '' APPROVAL 0 E MANUFACTURER'S R R' ! N AND CALCULATIONS TI INDICATE A TH T THE ! 1 G U E S DRAW( GS D C LCULA ONS D C T €, , A €, BU LD1 CORRECTLY INTERPRETED: AN APP M 7 T T DRAWINGS SPECIFICATIONS_ C D LIED THE REQUIRE EN S OF :THE CON RAC D 1N[RLGS AND (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED_) WHERE DISCREPANCIES EXIST BETWEEN THE MANUFACTURERS STRUCTURAL STEEL PLANS': AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS [ SHALL GOVERN (SECT 33 AISC CAE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY THE BUILDING MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN THE 'BUILDING MANUFACTURER'S N iN R I A E G EE S UNLESS SPECIFICALLY INDICATED_ ' THE CONTRACTOR IS RESPONSIB FOR ALL R TION OF [ A IN COMPLIANCE WITH LE. 0 LL E EC STEEL AND ASSOCI TED WORK O " I " THE BUILDING MANUFACTURER'S FOR CONSTRUCTION DRAWINGS PRODUCTS IP SHALL' ARRIVAL H P TQ B R ;R H T M R. :.[N Y. M IA. Y UPON N'AR IVA ODUC S S ED U LDE O S CUS O E S ALL BE INSPECTED BY BUILDER {Id _D TEL U L CLAIMS FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO THE MANUFACTURER IN WRITING WITHIN FIVE (5) DAYS AFTER' RECEIPT OF'THE SHIPMENT_ HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT REASONABLE VISUAL INSPECTION WOULD FAIL 1 TO DISCLOSE WIT, THEN THE, CLAIM MUST BE MADE WITHIN AVE (5) DAYS AFTER ,THE 'BUILDER LEARNS; OF, THE'DEFECT_ MANUFACTURER WILL NOT BE LIABLE FOR ANY DEFECT UNLESS CLAIM IS MADE WITHIN ONE' (1) YEAR( -AFTER DATE OF THE ORIGINAL SHIPMENT BY THE MANUFACTURER TO BUILDER OR HIS CUSTOMER THE MANUFACTURER WILL BE GIVEN A REASONABLE `- OPPORTUNITY TO INSPECT DEFECTIVE MATERIALS UPON RECEIPT OF CLAIM BY BUILDER_ IF A DEFECT IS : F H `NA REMEDIED BY WITHOUT EC S 0 'SUCH NATURE THAT IT ":CAN. BE EMEDtED B A FlELD,OPERATION AT THE JOB. SITE OT U THE NECESSITY OF TtI _ RETURNING E- MATERIAL TO TH MA E NUFACTURET Z, -4H ICAIP 1.R N- AU- THEIRIZATION -OFI THE MANUFACTURER THE BUILDER MAY REPAIR OR <:CAUSE THE MATERIAL TO'BE`REPAIRED AND THE' ' MANUFACTURER WILL REIMBURSE THE BUILDER FOR THE COSTI!OF THE REPAIR IN °ACCORDANCE WITH -THE' WRITTEN AUTHORIZATION_ ALL BRACING AS SHOWN AND 1PROmDED BY' THE MANUFACTURER FOR THIS BUILDING IS REQUIRED: AND SHALL BE INSTALLED ''BY THE ERECTOR ! AS I I A ER PMANENT PART OF, THE STRUCTURE TEMPORARY SUPPORTS, SUCH L AS 'TEMPORARY-GUYS. ,;BRACES,' FALSEWORK,, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION 'OPERATION WILL BEI DETERMINED ' FURNISHED AND [ INSTALLED BY (THE ERECTOR_ THESE TEMPORARY SUPPORTS WILLI'SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO (THOSE FOR WHICH I STRUCTURE WAS! DESIGNED. RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS,; BUT NOTITHE RESULTING FROM THE' PERFORMANCE OF WORK By OR THE (ACTS OF OTHERS, NOR S UCH UNPREDICTABLE( LOADS AS THOSE DUE TO TORNADO;', EXPLOSION OR COLLISION (SECT. L7.9.1 AISC CODE OF STA NDARD PRACTICE, 9TH, ED_) [; COLD FORMED STEEL COMPONENTS YIELD' STRENGTH = 7.0 ICS. (TYP_)' SECT. NAME 8.7116 8 Z 15 8 Z 14 8 Z 13 8fZ 12 I1oz 15 10 Z 14 10 ZI L i 3 10 Z 12 10 X 3 Z. 15 10 X 3 Z 14 10X3 "7 - :13 10 X 3 Z 12 12 X 3'2 Z :14 12 X 3 113 12 X3'2Z12 8 ', 6 5.1116 8;E.S. t4 8 E.S. 12 10 E.S :14 1-2 E.$.14I 121 E.S. 121 DIMENSIONS MEMBER PROPERTIES! 8 8 10 10 10 10 10 10 12 12 12 '12 ra X 28 2 11 21 38 2'e 2 2'a 2'8 2'e 2 2 2e 12 3's 3'al 318 15 14 12 13 5.. 1F 5 116 915'. :929 .935' 970 .990 .928 935 970 .990 .928 935 970• 990 935 970, .990 1.061 1.090 1 `1661 1!355 1:277- 1.355'; GA.' 15, 14 14` 2 AREA .962 1 -015 1:298 1.'461 1.100 . 1 160 t 484 1_670 _1_238 i_306 .1_670 1:880 9.451 1.856 2 089 r 3 033 3.204 4.672 3 204 4.131 4 672 109 1.873 1 1.593; 2:293 2.502 Ix: 8.018 9.019 :9536 12.1-23 111509 15.423` [:16.258„ 23701 23.242 ...1.8.826 19.846 25.269 28.374 1 30.480 38 840 43 640 11 266 1 1133901 119.056 25.536 36 38 9!12 '(55:660 r ly 1_119 1.271 1-343 1.735 1.963 1 _271 L1 1735 1_964. 12970 3_542' 1 I,, 6.213 ■ 8.931;1 [ 6 5831 1 9:467 Sx eff 2098 22791 2.978:: 3- 2781 3112'1 4077, 4.577 2842 3.095'- " 3 689 ' 3.689 -" 5.366 " 6.370 ' 2.007 2575 3.948 13528 5807 4.272 COLD FORMED SECT_ NAME 76:': SX212C16 8 x 2'2 C 15- a x 2 12 c 14 8 x 2'X121 8 X 3 ?2 C.16' MEMBER II PROPERTIES AREA Ix ly Sx off DIMENSIONS B C D, GA. 8 , 8X 312C 14 8 S X 3 '2 C- 12 10 X 3 C 12 1 0 12 X 312C 12 "12.:. STEEL COMPONENTS 2 2'2 312 3' 2'2 2 2'2 2 3 z 3'2 17781 797 1807 .884 1.778 [ 1 707 1 1 :884 _890' 3 3 .890 15' 1 12 2 12 YIELD STRENGTH = 962 '1.015 !1.461 .972 1.160 1.670 1.880 2090 8.050 9.082 9.569 13.624 9_972 16.890 28.403 697 .832 1 194 1 575 1.880. 2707, 3.065 57.0 K.S.I. 2.012 '2.171 3.406 1.808 2;359 3.571 (TYP.) SHAPE The metal building manufacturer nts y pssmary structural steel with a minimum pe d point' greater than 36 000 psi by means of ae sticker near the a ection ma ki on each shipped piece Secondary members wl h a yield 000i equal to ,greater than 33.000 psi shall be (den 16ed by means of a sticker near the erection will [de mark'on each shipped piece. (This is in accordan to the 1994 UBC Section 2202, subisection and 2202 2.3.) REVISIONS ND. �i. DATE i?81j,1 THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWING rC14'BE USW WgiWIrRY31.9cL RELEASED FOR DRAFTING OR PRODUCTION UNTIL A PERMIT IS RECEIVED. A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE'. DRAWINGS: 1) BE MADE IN CONTRASTING INK. 2) BE LEGIBLE AND UNAMBIGUOUS. 3) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED. B) DATED SIGNATURE IS REQUIRED ON ALL PAGES C) MANUFACTURER RESERVES THE RIGHT TO RE- SUBMIT DRAWINGS TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCH 0) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THDIMANUFA CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS.' AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTALITY►OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT' - MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION', OF APPROVAL, DISAPPROVAL. ETC- SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERATIONS To THESE DRAWING!NOTE LC NOT A X BETWEEN MANU FACTU R'AN ITS CUSTOMER. NTRA TUAL' RIGHTS -AND OBLIGATIONS E (STING C BE WEE � S oroy 0 C -these Ti n Df1 B � , LR;Ft Dr d91" _ that,t7s f xulmn a11DaT F Or rgL wings a ••F ltof ider>fdied Camsr S AFETY' COMMITMENT• �oRlpiete.° '� oe �1lstderes wed afi HAS COMMITMENT TO '.MAN FACTURE QUALITY BUILDING COMPONENTS . THE BUILDING MANUFACTURER HA_ A1'COMMITME T 0 U L G NTS THAT CAN BE C E SAFELY ERECTED HOWEVER,', THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL. STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MOST W T T' 'N M WAY OF ERECTING A IN MAKE CERTAIN ALL EMPLOYEES KNOW THE E'SA ES AND OS O BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES • SAFETY PR R ARE 'A O RECOMMENDED. TH F HAR HAT DAILY MEETINGS HIGHLIGHTING PROCEDURES LS THE USE OF HARD S, RUBBER UBBE R SO LE SHOES SHOE FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE ARE RECOMMENDED. SI S2 S3 S4 .::S5 S6 S7 58 S9 SIO Sit S12 S13 S14 515 516 S17 S18 519 20 6A S27 S28 S29 30 S31 S32 S33 S34 S35 S36 7 S21 S22 S23 S24 S25 S26 S2 S S3 S38 S S S48 S49 551 54 S40 547 S42 S43 S44 545 !,546 S 8 S 9 S50 SS 552 S53 S S S S S58'.559' 560, S61 562A S6213 S63 4 565 S66 S67 S68 S69 S70 S71 S72 "PLEASE(CIRCLE)ONES THAT ARE APPLICABLE" 43 676 ncscHeTIDN FOR PERMIT. ' ICES APPROVED FABRICATOR REPORT'. NO FA - 337, THIS REPORT IS SUBJECT TO RE-EXAMINATION,, REVISIONS, AND POSSIBLE CANCELLATION. 6 BY `812 X 11) "S,1 SHEETS CK 'SENTINEL 1 ' 1 - BU LDING ,SYSTEMS P.O BOX, 345 • ALBION. NE. 68620 • (8001327 -0790 DESCRIPnoN COVER SHEET SIZE CUSTOMER APPROVAL NOTES PERMIT RECEIVED PERMIT NOT 0EC".:'ED 8UT WE AGREE TO ACCEPT ��:�- 'nTLi. %1:G AS APPROVED ANT, ASSUME ALL RISKS_ COSTS, AND,•r ;R DELAYS ASSOCIATED vdiTil This r r•1- ;[Ci T (1'4 000 rTEN �>� =T C L( REQUIRED EDEJ LE. EX DRAWING INDEX J UN 3 0 ISSUE A Date PAGE Cl OF 1 El of 4 E3 E4 oF4 5 1152 of 2 OF 1 Fl of 1 SEE BUILDING DESCRIPTION KBH INC. LOCATION SEATTLE WA. DWI BY CK'D BY SATE' SCALE QUOTE NO ` J06 Na NIL. 6 all N/A! 042210 -A 81=97862 DESCRIPTION COVER SHEET ROOF FRAMING PLAN SIDEWALL ELEVATIONS:. ENDWALL ELEVATIONS CROSS SECTIONS GENERAL DETAILS Gi 712. WELD 5H7 ACCESSORY DRAWINGS, ANCHOR' BOLT PLAN COST. CR0 80 MBA SHEET NO. - itrSUE: C1 OF 1 A • ITT OF TUKWILA AUG 2 11997 25-0 25 -0 (TYP.THIS BAY) ' (TYP.THIS BAY) PURLIN LAPS 2' -51 2 -5 2' -5 1 ROOF FRAMING PLAN 125' -0 0/0 STEEL 25-0 (TYP.THIS BAY) 2' -54 2 - 5 3 4 $22 )(16 CT(P. TN151541) 25 -0 (TYP.THIS BAY) 2' -53 25-0 (TYP.THIS BAY) in DESCRIPTION ERECTION', DRAWING KBH INC For Permit LEFT END RIGHT END LEFT END LEFT END RIGHT END RIGHT END OPENINGS OPENINGS FRAMES EAVE STRUTS EAVE STRUTS INTR. BAY PURLINS END BAY PURLINS INTR. BAY 8 Z 22 X 14 Co- UN GIRTS (VW) END BAY 8 Z 2 X •5 Go. GIRTS (S /W) INTR. BAY 8 Z 22 X 1(,o Ga. GIRTS (E /W) END BAY GIRTS (E /W) INTR. BAY RAKE ANGLE END BAY BASE ANGLE BASE CS- 50' -0 X 125 -0 X 20' -0EH. /(2:12). COST. B ES X 14 I; BESX14Co 8Z22X13Co 8Z2'2X1GGo. B Z22X 13 Ca 12 E3'2X13 I2C32K13Co WSx1C7 (2)8C3'2X14coo. WaxtD (1)8 E32X14- Go 8C2 BC22X15 b- 2X2X14Co. RAKE 4- 4 X 2 X 16 C. - 4X2Y..15C6. NOTES: 1.) ALL CONNECTION BOLTS ARE 1/2 "9 X CAD. PLATED MACHINE BOLTS. UNLESS NOTED 2.) MEMBER SIZES SHOWN ARE NOMINA SEE SHEET Cl OF 1 FOR ACTUAL DIMENSIONS OF MATERIAL. DESIGN LOADS SEE Cl ' OF 1 U.L. 90 ROOF 20 YR. WARR. SHEETING 26 GA. (PBR) PANEL (GLUME) ROOF 26 GA. (. R ) PANEL (S.GOLD) wAL4 2' 2 - 51 26 GA. 26 GA. 26 GA 26 GA. K.BROWN MK. NO. FOG. BRACE CLIP PL.30301, SNAG DOORS C wu l'TE") DESCRIPTION SKYLIGHTS NO. DESCRIPTION ". 67 SIZE(U' ox(0 -c ) WALL' Tecj NCIE: t ' P C F M>14 R Dili 0 iNof 6H014r11 oN POAN . *E5. - MEMOSI2 -- 4I E- 6Ha24 t UPPER RIGHT t r1T5 - oo1ZM or - 111I 4HOE1. NO. SIZE' 2 12 -0 X',13 -11 FRAMED.. OPENINGS DESCRIPTION FOR O.H. DOOR (BY OTHERS) NONE 1 I'. BY MBC I" I ,BY OTHERS ROOF Eilt) WALL C7 UL -25 O PAINT : 510 RED OXIDE SCREWS : SELF.DRILLER�i 1 -2 1 „ . 1 -2 VENTILATORS'. BLANKET : TYPE INSULATION_: SCELLANEOUS ACCESSORIES NO. DATE A ;2897 FOR PERMIT.'', SENSORS DESCRIPTION. BY CND NML R SEATTLE, WA. OLD BY DATE 11 SCALE NONE SENTINEL BUILDING SYSTEMS P O. BOX 345 • ALBION, NE 68620 • (800)327 -0790 QUOTE NO. 0422 -A EXPIRES 10.24 -98 CAD NO MBA SHEET NO [1 of 4 'These OTX ngs, tieing for Permit, are by definition not final CH that, as a minimum, p1500 markings are not identified. Only Drawings issued "For Construction” can be considered as complete." _ RECEIVED 000 OF.TUKWILA AUG 2.:..119y END RAFT. (TfP") 3B , CB - L -' " AlEZ - EataE ANGLE CTYP.? M c FIN. MR. 25-0 ELEVATION @ LINE "A" FRONT SIDEWALL 25 -0 ELEVATION @ LINE "B" BACK SIDEWALL pq'I -oz�5 1' -2 11' -2 4 1' -2 ' 25 -0 25 -0 1' -21 I 1 1' -2 i 1 25-0 s" CB t•6E ANGLE 25 -0. 1' -2 1 1' -2 25-0 25 -0 1' -2 i 1 -214 25 -0 25 -0 0 No. DATE A C4, FOR PERMIT REVISIONS DESCRIPTION BY CN'0 NML 'D MFLE EAVe- TRIM 0 D R INALL PNL DESCRIPTION ERECTION DRAWING CUSTOMER KBH INC LOCATION DRN. BY NML. WALUT p SEATTLE. WA. CIO BY DATE / 6 '2E 5" I.* 6.Lo 1 ____, c — Ira* RiL SAVE ri1)2UT 'STEEL L IE GIRT �E GTION 'A /E2 For Permit: "These drawings. being for Permit, are by definition not final in that, as a minimum, piece'm2ddrgo are not identified. Only drawings issued "For Con complete.° struction" can be considered as CITY OF TUKWILA APPROVED O CT 3 0 1997 UILDING DIVISION SENTINEL BUILDING; SYSTEMS P.O. 80X 345•'4L810N. NE.. 68620 •(800)327 -0790 SIZE CS 50' - 0 X 125 - 0 X 20' - OEH. /(2;12). SCALE NONE OUOTE NO. 042210 - A COST. '.. JOB NO. 81 -97862 'JUN 3;01997 DAD. BY MBA SHEET NO ISSUE E2 of 4 A RECEIVED CITYOF TUNWILA AUG 2 1 1997 FI J. FIR. 11 CO N 2 12 15 -0 ELEVATION @ LINE "1" LEFT ENDWALL 2 12 co N N N LEFT ENDWALL O SHEETING @ LINE "1" 0 12' -0 co (4)15 X 14A325 8o1.T5 e Got. /RAF CONN. C 7YP. ti 20' -0 0 LAP N CO 50' -0 0/0 STEEL co < FIELD GUT FtJL'5 Ai, P.0Q'2. / \ 15- FIELD SLOT GIRTS FOR BRACING CO CO 111 NOTE! FIELD CUT PANELS AS REQUIRED 4' - 0 (4) )(Pi A325 eon's 12' -0' 15 -0 20' -0 f FIELD SLOT GIRTS FOR BRAGING ELEVATION @ LINE "6" RIGHT ENDWALL 4' 15 -0 11 SHEETING @ LINE "6" NO. DATE A owl FOR PERMIT. RENSIONS DESCRIPTION BY 'CK'D NMLR DESCRIPTION SIZE CUSTOMER LOCATION URN. 81' NAIL-. CS— SENTINEL BUILDING SYSTEMS 1 �UN30199z . P.O. BOX 345• ALBION, NE. 68620 •.(8001327- 0790, ERECTION DRAWING 50' -0 KBH INC.; SEATTLE, WA. CIO BY DATE R 6 16- � SCALE NONE For Peer in "These drawings, being for F nni:, are b%definition t, as a minimDrri by fDWAL final drawings - issued i Prow r u c rl "s are net identified. a Dly Fos Construction" can be considered as sontplele.° APPRO pc( 30 1997 BUILDING DIVISION X 125-0 X 20' —OEH. /(2:12) OUOTE NO. 042210 - A,. LCUST. 1 EXPIRES. 10 -24 -99 JOB NO. 81 - 97862 CAD BY MBA SHEET NO ISSUE E A OF TSJ OI7Y OF 7UK WILA AUG 2 11 997 (12 ) - X 24" A -325 BOLTS W /"e. DETAIL © HAUNCH CONN. F F.3 8 f. D -g GiTIF� F�. (12 ) - X 24 A -325 BOLTS W / "IC. DETAIL 0 PEAK CONN. REVISIONS DATE 6 -2811 DESCRIPTION FOR PERMIT. BY CKb NML.A LOCATION' SEATTLE, WA. BY NML. CK'D BY DATE 4.21"97 SCALE NONE BUILDING DIVISION QUOTE NO. 042210_A JOB NO. 81-97862 SENTINEL BUILDING SYSTEMS P.O. 80X 345 •. ALBION. NE. 68620 a (800)327 -0790 DESCRIPTION ERECTION DRAWING - - SIZE 50' - X 125 -0', X 20'-OEH./(2:12). CUSTOMER - KBH INC. I cusT. CAD BY ' MBA SHEET NO E4 of 4 ISSUE A For Permit: "These drawings,', being for Permit, are by definition not final in that, as a minimum, piece markings am not identified. Only drawings issued For Construction" can be considered as complete." CITY APPROVED on 3 0 1997 oGCFivFn Aim 2 7 1991 RECEIVED CfY OF TUK\MILA AUG 2 1 t997 rn • BAk- 24 A ■_ a 4 B C C D D A 25-0 25-0 a A A 25-0 25-0 A A 125 -0 0/0 STEEL 25-0 25-0 ANCHOR BOLT SETTING PLAN A BOTTOM OF ALL BASE PLATES ARE AT THE FIN. FIR. ELEVATION UNL. NTD. A 25 -0 25' -0 a 6 A A 25-0 25 -0 D y4 B C 4 2 JZ 3 3 BASE PLATE TYPE " A "0 ANCHOR BOLT BASE PLATE TYPE "D" 34 "0 ANCHOR BOLTS 1 STEEL LINE ASE ANGLE RAMSET BY OTHERS) FIN. FLOOR SECTION " A" ENDWALL ME S TEEL urrE Ft4x(pXOL$ mg BASE PLATE TYPE " B 3 ANCHOR BOLT SIDEWALL 0...4X 7" Xp!P5" BASE PLATE TYPE " C ;CO ANCHOR BOLT F ^r ;2 SECTId 5 t 2HS0 arawir,9s g aing for Pxn•it aro by definitio n that as a minimum; piece markings are not ide grwings Issued ° can b not final h awi ng "For C onstruction" as ° e considered as Description DEAD 1 LIVE LOAD DEAD. LIVE LOAD B: 20.944 •6,773 0,000 DLH WLL DL+ WLL DL+ V2LL +WL• REACTIONS GHEDULE e COL. L■S R 2" 7HRU 55 C ALL REACTIDN4 IN KIPS, DL +. I2LL O WLL DI 4. IOWLL +LL DL +I2WLLH EL Frame Reardon Schematic (all reunions an in kips, 1 kip 1,000 poands) 20.945.: 6.778 - Grid ' 50, Her •8V •3.392 3.739 •5:074 .6.474 A 0.879 B 5.636 15.600 17.977 1.993 .8 167 Moment Description Grid Ver Hos Moment 0. 000 0. 000 0. 000 0.000 0. 000 000 0.000 I Hot+ - her + Moment+ REVISIONS'; NO. DATE DESCRIPTION 0 618.7 FOR CONSTRUCTION. BY 0( 0 NML/ THRD ANCHOR BOLT DETAIL' ao LENGTH TO BE DETERMINED BY FOUNDATION ENGINEER SYMBOL 4 DIA. 1 / 2 " 5/8' 3/4" 7/8"" LENGTH HOOK PROJ. 1 1/2' 2 1/2' 3 1/2" 3 1 f2 CITY OF TUKWILA APPROVED OCT 30 1997 BUILDING DIVISION SENTINEL BUILDING SYSTEMS P.O. 505' 345 • 00.88311. NE_ 68620 • (800)327 -0790 DESCRIPTION ANCHOR BOLT SETTING PLAN SIN 'r CSC 50' -0 X '125-0 X 20`- OEH./(2:12). COSTNER > KBH INC. '.. I COST. LOCATION SEATTLE, WA. ORN. BY NML. CN'D BY DATE SCALE NONE QUOTE NO. 64220 - JOB NO. 81- 97862 CAD BY MBA RECEIVED AUG 2 7 1997 } SHEET NO. ISSUE F1 of 1 0 ECEI CITY OF TUKWILA AUG 2 11997 PERMIT CENTER RIGID FRAME COLUMN SIDEWALL GIRT GIRT CLIP PL. 3/16 X 6 X 0' -7 • r) t 316 SIDEWALL PANEL E.W. PANEL SHEETING CLIP 4 4 X 2 X 16 GA. 2 1' -3 CORNER DETAIL (MAIN END FRAME) BY —PASS GIRTS 4 2 1 3 16 I tlt r CORNER COLUMN SIDEWALL GIRT 1111111--/ irons CORNER TRIM SHEETING CLIP ti SC5 SECTION @ CORNER COLUMN (BEARING FRAME (ENDWALL) ALL BOLTS 1 2 "0 X 1" M.B. BEARING ENDWALL GIRT ENDWALL GIRT ENDWALL GIRT ENDWALL PANEL CORNER TRIM ®i; / CLIPS — !e ifi X 6 X 0' -6 ® r� CORNER COLUMN PM" FRAME CORNER COLUMN GIRT CONN. SIDEWALL GIRT 1 2 1 '0 X 1" M. BOLTS vi O?1S ENDWALL COLUMN GIRT CONN. 5 4 5 4 Isweisc-1 Aswan= •a1`1i FLUSH MAIN FRAME GIRT CONN.: (LONG CLIP CONDITION) MMOmdmenbmadMi an IMENI ENDWALL COLUMN CLIPS — E 36 X 6 X 0' -612 ENDWALL GIRT E.W. PANEL (4) 1 2 "0 X 1" M. BOLTS ka 2 2 RAKE ANGLE O_S CLOSURE LW. PANEL IZCS ° ZX l3�ia. ENDWALL RAFTER "14F' CORNER COLUMN CORNER COLUMN TO BEARING' RAFTER CONN.. V-3 NO. DALE A S -S-711.9"; FoR Pa SCREW AT EACH MEMBER PURLIN MAIN FRAME — RAFTER 5 /8" 0 A325 BOLTS FLANGE BRACE (IF REO'D) ENDWALL COLUMN ENDWALL GIRT ENDWALL COLUMN TO RAFTER CONN. (@ MAIN FRAME) lama REVISIONS DESCRIPTION ENDWALL GIRT GIRT COLUMN GIRT 5 3 4 5 3 4 i4 4 � 3 � COLUMN ( 1 2 "0 X 1" M.B. (TYP.) 1 •J * SHOP WELDED CLIPS CT 6 X 0 FLUSH MAIN FRAME GIRT CONN. (SHORT CLIP CONDITION) 6 !PIP 1 2 "0 X in M.B. (T(P.) SHOP WELDED CLIPS {Q16X 6 X O' -10 RAKE IR EAVE STRUT (2) "M. BOLTS (4) $ B"co X 1 A325 COIN_ 0 FRAMED OPNGS. RAKE TRIM RAKE ANGLE 0_S_ CLOSURE E.W. PANEL ENDWALL COLUMN ENDWALL GIRT (4) 5 /B" 0 X 14 A325 BOLTS ENDWALL RAFTER ENDWALL COLUMN TO RAFTER CONN. (@ BEARING FRAME) BY CKD NML GIKT EAVE T21M. 45•43Y10, X 0 JAf1B SCREW AT EACH MEMBER PURLIN DESCRIPTION SIZE CUSTOMER LOCATION ORN. BY NML. WALL PtJL STD. EAVE SECTION 6'// SIHPLO Gav=_ TRH KP3H, IN• SEATTLE 0 WA- CK'O BY DATE SCALE /' G ..zB-97 NTh. HILLSIDE WASHER FLAT WASHER HEX NUT BACK UP PLATE PL. I4 X 5 X0 STANDARD SECTIONS <7EE DRWG . BI I2. 2 I -- ' RAF F1iL_ (20 WA) I.S. CLOSURE EAVE STRUT GIRT WALL PANEL SILL ANGLE FINISHED FLOOR (4) ? 0 X 1 a " A325 4 "@8EX32 6" @ 10 X 3 8 "N12EX32 E3BX3 ... )>(< 1' —@" CEE E 1 2a ' -4 a @ 10 " CE r.r Permif ti X i' -6 a ®" CEE ' Theses dzr rirs D F_ r r:t. aro by d s ENDWALL RAFTER I tPG0P111hrn �t place n, yr 8 arm no/ r'er.: % ar Grynrgs issued For Construction" t' Orel, complete." car Sc b c CABLE BRACE —\ BRACE GRIP EYE BOLT WEB OF FRAME CABLE BRAC TO FRAME IETAIL r vim,. CITY OF TUKWILA APPROVED OCT 3 1997 R I %NG DIVISION SENTINEL BUILDING SYSTEMS P. 0. BOX 345 • ALBION, NE. 68620.•(800)327 -0790 OUOTE NO. 042210 COST. P.O. JOB NO. 'I 9754,2 I EXPIRES 10 -244e ° JUN 3 01417 CAD BY EM/DD. SHEET NO ISSUE S1 OF 2 A 3.3.2 Panel material as specified shall be 24 9aU galvonized steel, coating designation G -90 or g I ing to the requirements of ASTM4 adAfppie �F � yield stress shall be 50,000 psi. Extra High. Strength Strand per ASTM A475 MEMBER SCREW SPACING (AS NOTED) "R" PANEL AT WALL ROOF PANEL FOR PERMIT' IMMO v EXPIRES 102498 MEMBER SCREWS CONTINUOUS TAPE SEALANT 12" 12" 12" 10' 2" 10" 7" PANEL FASTENER LOCATIONS DETAIL "A" (ALL MEMBERS EXCEPT AS NOTED) PANEL FASTENER LOCATIONS DETAIL "A" (EAVE MEMBER, PEAK MEMBER AND PANEL ENDLAPS) 12 8° 2" 12" SECTION THRU PANEL ENDLAPS AND PEAK PURLIN 8" 2 2' 8" "PBR PANEL AT ROOF "PBR" PANEL AT ROOF SCREW SPACING 3.3 ROOF AND WALL PANEL MATERIAL Cable Bracing — 12" STITCH SCREW AT 20" O.C. SECTION 3: BASIC MATERIAL SPECIFICATIONS CONNFCT1ON BOLTS: All 'A- 325 Except Purling. Girts, Eave Struts and Flange Braces which ore A -307 1 WIDE X THICK MASTIC (OPTIONAL) MUST BE SPECIFIED ON THE WORK ORDER. TAPE SEALANT (FOR ROOF ONLY) 3 'a X Y3, THICK (S W.) EXTENDED LEG (ON "PBR" PANEL ONLY) DETAIL "A" 3.3.1 Panel material os specified shall be 26 gauge galvanized steel. coating designation G -90, or golvolume as manufactured by Bethlehem Steel Corporation. or equal. conforming to the requirements of ASTM A446 Grade E or Grade D. Minimum yield stress shall be 80,000 psi for Grade E and 50,000 psi. for Grade D... NOTE: SCREW PATTERNS SHOWN SATISFY UL90 REQUIREMENTS FOR ROOF. STITCH SCREW AT 20 "t O.C. PANEL ENDS AND INTERMEDIATE GIRTS PANEL END LAPS ONLY STITCH SCREW 1 AT 20 "t O.C. 12" 12" \ \v0 P PP` Q�t 12" 12" BER SCREW SPACING (ALL MEMBERS ) WALL PANEL 12" 12 2' 12° 12 12" "R" PANEL SCREW SPACING staff PANEL MEMBER SCREWS TAPE SEALENT—\ ROOF PANEL t T- T TAPE SEAL ROOF PANEL PURLIN INSULATION IF RED'D_ IS BY OTHERS. UNLESS NOTED_ END LAP WITH INSULATION END LAP SCREW LAYOUT REVISIONS', STITCH SCREWS ( AT 20" D.C. I 7 MEMBER SCREWS SKYLIGHT PANEL ROOF PANEL DESCRIPTION SIZE CUSTOMER LOCATION SRN. BY. NML. TAPE SEAL STITCH SCREW CND BY R ROOF PANEL STRIP 4" OF INSULATION FROM VAPOR BARRIER AND FOLD VAPOR BARRIER BACK OPTIONAL INSULATION TRIM OVER STEEL PANEL INSULpiiON IF REO'D. SIDE LAP WITH INSULATION P r ` SS NOTED. P � MEMBER SCREWS MID SPAN SCREW LAYOUT errli't: "These being c ^9 for Permit, drawings, are by defnitia in h , a issued "For piece markings are not ident ied. not final draw C onstruction" on" dared as 'Can be con dared as TAPE SEALANT (FOR ROOF ONLY) 3 /8 X THICK (STD.) SKYLIGHT PANEL FOLD VAPOR BARRIER' OVER PANEL EDGE SENTINEL BUILDING SYSTEMS P.O. BOX 345e ALBION. NE. 68620.1800)327 -0790 STANDARD SECTIONS SEE' DWG. El' I4OH LNG. 'BA ?TLE , WA. DATE SCALE ( Z8" NONE QUOTE Na 042210 -A CAST. JOB Na SI 97862 RECEIVED AUG 2 7 1U97 GM OF TUKWILA APPROVED OCT 30 1997 rt., 14U tLiJ BUILDING t DIVISIO 'JUN 3 iQQ7 CAD BY SHEET NO. ISSUE S2 of 2 A RECEIVED CITY OF TUKWILA min 711997 IIMIIIIMIEIBIIRIIEEIZEIIIIOI MINIMUM SIZE OF OR THICKER PART 'JOINED FILLET WELD TO 1 4"', INCLUSIVE / OVER 14" TO 1 „, 316 1 "' BASE PLATE 'FILLET SIZE MATERIAL THICKNESS MINIMUM SIZE OF OR THICKER PART 'JOINED FILLET WELD TO 1 4"', INCLUSIVE 18 OVER 14" TO 1 „, 316 OVER 12" TO 3 4 "' 1 4 - OVER 3 4" 516 UNDERHUNG CRANE BRACKET FLANGE 3 16" TO 1 2' FLANGES BACK GOUGE OVER 1 2" FLANGES TOP RUNNING CRANE BRACKET FLANGE \ / 3 v // RAFI ER' 1 16" LESS THAN THICKER PLATE NOT TO EXCEED THICKNESS OF THINNER PLATE CRANE BEAM V ® 1 2 L 3 16" TO 1 2" FLANGES BACK GOUGE OVER 1 2" 'FLANGES ;BACK GOUGE, WEB SPUCE CAPPED CRANE BEAM DATE PIPE COLUMN BACK GOUGE FLANGE OVER 3 8" THICK CAP PAT BASE PLATE REVISIONS FOR " PERMIT DESCRIPTION WEB THICKNESS �� '® 10 GA . & 3 8" ®�� ® SEE NOTE ® S EE NOTE OVER 38. ����/�{L'Ji'.r����� NOTE: 1. 3 16" FLANGES ARE NOT TO BE USED FOR WEB THICKNESS OF •4" OR OVER UNLESS SPECIFIED BY ENGINEERING. 2. FILLET SIZE EQUALS TO THICKNESS OF WEB. 3. FOR WEB THICKNESS OVER 3 8" ALL FILLET SIZES ARE TO BE SPECIFIED BY ENGINEERING. 4. WELD BOTH SIDES OF WEB TO FLANGE 3" BEYOND BOTH ENDS OF BRACKET. 5. FILLET WELDS ARE DETERMINED BY THE THICKNESS OF THE THICKER PART JOINED AS FOLLOWS: THK. WELD SIZE TO 1 2 3 1E " kk\NX:\ SIZE S EE 'DRW& . 'EI CUSTOMER LOCATION DRN. BY NML_. 1 TO 3 OVER 3 4 " WELD NEED NOT EXCEED THICKNESS OF THINNER PART JOINED. 1 8' For Permit — 3 'These drawings, being for Permit, are by definition not final UP TO 8 " TAlt Yt, as a minimum, macs. markings are not identified. Only drawings issued "For Construction" can be considered as complete." TYPICAL FLANGE SPLICE WELD ALL WELDING IN ACCORDANCE WITH AWS D1.1 96 I < BACK GOUGE as,XXX. BACK GOUGE SENTINEL' BUILDING SYSTEMS P.O. BM 345 • ALBION. NE. 68620.•(800)327 -0790 !EATTLE , WA. CK'D BY DATE SCALE R I 4. 7,3971 NT' . ' 000TE NO 04-2210 -A CITY OF TUKWILA APPROVED. OCT 30 1997 no ...it GU OUST. P.0. CAD BY EXPIRES 10 -24 -98 3 16 EAVE STRUT CLIP 316 COLUMN 3 16 w 0 z CRANE BEAM c� z BASE PLATE RIGID FRAME •NOTE: WELD SIZE EQUALS FLANGE THICKNESS. FILLET WELD EITHER SIDE FLANGE BACK GOUGE OVER 1 2" FLANGES 3 7g T0 FLANGES TYPICAL 0 ALL EXPENDED CONNECTION PLATES n rEiVFft taus 2 '" SHEET NO. I ISSUE W121€ %EO LA J AUG 2 11997