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Home My WebLink AboutPermit D02-198 - MUSEUM OF FLIGHT - HANGAR1 D02-198 Museum of Flight 8701 E Marginal Wy S •■•■•■••• VAMP - W li t I Ul NMI • f E WEI e 5 •• 5 1:::::1 C 4 Oilk t O 1 1 111 AI' t 4 till I t o .. N, , 7 cx .. . .n+" .. r., rah NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN ' '; C THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. -- - ,- -- - � .1'I�, r �,.ra & v • I , / Ci ty of I ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT z Parcel No.: 2824049007 Permit Number: D02 -198 W re _, , . ..- _ - -- -- - - .. ... i S'AIN ,.,04. 1 Ci ty of l kl Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 r O Vt rf V N ,.2 Z >t ; _r Y 1 7 .; . ; 5 41‘41' 1 '■ t, "i, : tK 1 fi :'ar1;w 1 doc: Devperm D02 -198 Printed: 09 -27 -2002 Ty. .a I . , .." ■ '`� Cit of 1 ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS . z =Z . Parcel No.: 2824049007 Permit Number: D02 -198 iw ec ° , :: r .1 City of li ukwila ... Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: < 23: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 1,500 sq. ft. of H z area. The extinguisher ¢¢ re w __( , . . . • 4.0 , 1 0A. I , Y ? ,, Cof Tukwila Me Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 wide. (NFPA 13- 4- 5.5.3.1) 38: Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservior conditions. (City Ordinance #1901) Q 39: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and ' .= z • #1901) CL LU , , • _ -. _ �J,� - -..:4sy CITY OF TUk -VILA ' STAFF USE ONLY ykta'= Permit Center Project Number: ` 1" . = 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 no ' � ' . 190.. . (206) 431 -3670 Permit Number: I; 1908 . New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Pro' ct NamefTena . - ' Value of Construction: Site Address: City . tate /Zip: Tax Parcel Number: , 0 - 4„/ L/ 7 N /',/ / , 1"> p , G -, ProRerty O der ' Phone: ' itGt) 7 • 7 Str et Ad. ress / ity State /Zip: Fax It: /./ �/ - 1 1 L' / " �1�' - ,-. & / 7 /_ Contra fir: Phonee ' ?eG- / , , � A W7t- Street Addres : - ` : ity State/Zip: Fax 11(7:W!) l.' / / 5 & -- Architec • . Phone(-) m il / '7Y' - ce Street Address: C it State /Zi x Fax IK,.., 6 40 a I , -1 d 1 4 / 4 40'1 t. , /U .� -' G, i Engineer: Phone: / 1 (,w&) �Pli -s2Z =F Street Address• City State /Zip: Fax #: I— Z :r 7ir fi 6,-e 6w //. 1 J < /O / 'ix Co2z..- `./ 0 tY W 2 Cont9ct Person; / Phone: 6 D vu //& /".eta 4 7-eM ) ( %% .c3 /S3 J v 0 Street Addre s: City State /Zip: ax #: U) ' 7 J ., / // /(11 '/2 , , z e. • / ,5 — U) W CD J = F- Descrilotion of work to be don N u_ jp, - 4. ,.i, :// - _ .•/".� _, ',..0... ieZ- G• .0 2 _ J , Existing u e: ❑ Retail ❑ Restaurant I ❑ Multi- family ❑ Warehouse El Hospital u- a ❑ Church 0 rvianuraclurin ❑ rvioiei /Hotel ❑ Office = d ❑ School /College /University j Other I— _ Z F- Proposed use: 0 Retail ❑ Restaurant ❑ Multi- family in Warehouse ❑ Hospital I— 0 Church Manufacturing ❑ Motel /Hotel El Office W ~ W in 1 School /College /University , Other U 0 Will there be a change of use? ❑ yes XI no If yes, extent of change: O to 0 H Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) W W • U Building Square Feet: existing' /j5 V6'c 2 new Area of Construction: AS..,/�� LL ~ O Will there be storage of flammable /combustible hazardous material in the building? ❑ yes J no tit Z Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets P I O • APPLICANT. REQUEST. FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: Z (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. t. ❑ Moving an Oversized Load; Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt It: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: 1. Miscellaneous aid vial Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be i- } 1 illk; 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 4.11!,‘11111 , 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 :u% *1i;+ application shall be extended more than once. !'Uj • Date application accepted: Dale application expires: Application taken by: (initials) : �. f ' l --12--&7/ 1 —lZ - 6P./ i . 1 `PLEASE SIGN BACK OF APPLICATION FORM • I. ,;1: NCPERMI'f.DOC 1/29/97 _ . I LL NEW COMMERCIAL/ADDITION /MI I- FAMILY • ERMIT APPLICATIONS MU _ SUBMITTED WITH THE FOLLOWING: � ' 1 • Nii TAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H a). 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 1 servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ 50 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 z boundaries, erosion control measures & three buffer protection measures. = H 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC w 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be v 0 0 removed. o 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, w w species, location and spacing. Location of service areas and vault with proposed screening. I- 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. W O 12. Lowest finished floor elevation (if flood control zone permit required). 2 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply ga 5 line will meet or exceed sprinkler system design criteria as identified by the Fire Department. �' - D N d 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). _ ❑ in Vicinity Map showing location of site Z H ❑ al Building Elevations (Include dimensions of all building facades and major architectural elements) z O ❑ • NP Mechanical Drawings w ❑ RI Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) U a ❑ .1<3 Architectural drawings a H ❑ RI Specifications (if separate document) w W El ® Structural Calculations t-- U L I CI Ili ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping I� z ❑ ❑ Height Analysis U ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer Z I— • ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ fR] Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ; ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) in ❑ 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 t ,< 1; permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". '' . '' :'':'!' Building Owner /Authorized Agent if the applicant is other than the owner,. registered architecbengineer, or contractor licensed. by the•State of INgshington, a �� 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 1 ',i„I PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. a!'' BUILDING OWN• R 0! ■ THO' ZED AC NT: Ill■ . Er- re: 7 / �� Dr.. ail al E r ,/:�1�L�7 .1 z F rint n• • ./�I .P;o . Fax It All'� A••r -s . Cit •t to ',, NCPERMIT.DOC 1 /29/97 w� .f 44744 liglYt � , - City of r I l ukwila .: 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z RECEIPT Parcel No.: -J U • e o.: 2824049007 Permit Number: D02-198 U O Address: 8701 EAST MARGINAL WY S TUKW Status: APPROVED , N 0 Suite No: Applied Date: 07/12/2002 J Z : '`: : A MUSEUM OF FLIGHT Issue Date: co W O 2 Receipt No.: R020001425 Payment Amount: 2,230.25 g 5 Initials: KAS Payment Date: 09/27/2002 03:07 PM _ ` User ID: 1684 Balance: $0 ~ _ :! Z h- — � _ , . r 4,4e4RA W `. 1 5 { �� It Cit of �.ukwila 'F 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z RECEIPT Z ft • z ■ H Z re L i l Yft r..,, v.. QQ • 0 O 4 co al , INSPECTION RE( � ;RD W = ;' .. � Retain a copy with permit Cl) o ;;` ' INSPECTION NO. PERMI n� W ' CITY OF TUKWILA BUILDING DIVISIONS 2 . _ ` • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 —i LLD ? f Project: Type of Inspection: N a r ' C' ` / / = W 4 • • Addr C' d �i Date Called: Z F Z - A Special Inst �/ c tions:` Date Wanted: a. Z I- ' 2 ` rr.-� W W a� :r Requester. D 0 U Phone No: 0 1 - H U 1 Approved per applicable codes. 0 Corrections required prior to approval. Li c"-: — O COMMENTS: U Z . , • jY 4 :..: 1 } 'a , t, t 4 Inspector: Date: i t;':"`; El 1• $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be ;s paid at $300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A, . Receipt No Date: a ,. • „ .. r _.. . . ... .... .... ... . .._ ... , .. '4;-k ' Si'N!3;:ik +FNY,{02iv ,:x4.- '.9k.,, ^4,,... • .4.:, 1,11'.4' 6OtiV iitii, ,...4 4ta. I I - .-' - v, 1 - -- "k7 ■ Z l" lZC t } IN SPECTION RED � / , Q• w w 0 Retain a copy with permit t� — � 9 J = r % INSPECTION NO. PERMIT NO. CO s; CITY OF TUKWILA BUILDING DIVISION ' j 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 � g zi ' Pr je t: / / Type of Inspection: u- ,/W 7 /9NN4 � //u4/. CO ,. l Address: Date 'Caged: H C W i, 74/ C y',�C� L //— /9 —0 a r, S pecial Instructions: Da Wanted: I — 0 Sp I //— /3 49. ,� °•''t W w ;i . R equester: r ? D . L4 ..y V 1 f, /)r �. 1�50� Pho No: 0 >, C ,�(:)4j59� -- /9 ., W W U .Approved per applicable codes. 0 Corrections required prior to approval. H — O COMMENTS: W Z to '' /,`")"!, I .,t 4 4 if prh.tC{, d L, /,.rs- slob ' / D 7' ,:e fr IJ. •t ..td ,. yi � c 2,) ,,tcl-, ps .a.z.,0,._ ,....c/ a, _ .., . }' .off ' v) 0-24-_,/,/ A/ ., 5,A, , ,.ter, `z4 ;_ 64 r.�r�� , , ex ! ( .� (..ICI'! ,,,,,//�L ,,,... ..r .:, ,,,...... , . :, / 1,, kikvAr ,,,.,,., .., ...1 , , I A • Inspector: i ; Date: Q .., , $47.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be ; ' rt ' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. s Receipt No.: Date: Fora t.k ✓. i t . ... , ,,,,V. irn"04..6;44 r 46, fiaWdt...x,a,'ia 4. 9 4-t.:4.,V 4i: sT 1144460 •r 1 • Z Q F" ° , Z C QQ 5 J V T '� 0 O I — — — -- . • } Z ,i— W QQ D W V . 0 INSPECTION RED n w ° Reta a copy with permit _I I :- - , INSP E CTION N O. P E R MI �� ` �., _ CO u. CITY. OF TUKWILA BUILDING DIVISIO F :�+,[ ° w " '.: 6300 Southcenter,Blvd., #100, Tukwila WA 98188 (206)431 -3670 2 i P roject: Type of Inspection: Cie, /'i iv. IL ¢ , • . . u) = � : -- - .. . ■ Z Q SZ W CL 2 QQ W M : i J U U O ■ INSPECTION REOD to 9i ,c� w w , : C , , Retain a copy with permit �4a -� F- U -J _ , " ' ; INSPECTION NO. PER NO. CO j u. ':: CITY OF TUKWILA BUILDING DIVISION 6300 Southc e lvO. j0' �tJvvi1�,- 1�A�i�)8r— (206)431 -3670 ° t:, Project: - type o spection• �.tl /'- u_ Q P ii x 7: 4 , r' / DpF7 / ' //A :Pt, . is,4l..�',G ! P� / //;\ . //' N d '` ' Add - Date CallecV C�. i. ; Q � /�/ /� j /0-7-- I-- W ,: Special Instructions: Date �VVanted: m. ... / 7 -0Z-.- - Z O Requester: w W :> ; 17/9 1).. Of -Aft D o Phone No: O tO 'q...2 -5 —a. — -7/-17'75 o 1- w Approved per applicable codes. ID Corrections required prior to approval. V COMMENTS: . O p Z ,t-- A// -/i �Jv� E 7' / N l n �m p/ 13 �'' PX T fir- / d Y S) A e• A M '/V " 4-1, l' A/ " , ` S77fZZ?C2 /i4 / .. * # , I . • I ) , / /r �'ln I .►4 / / •^ 4. 1r1� /t 111�Pr hi . 11 ( (J f , J � rjh 1/ - f ? /,q ,/, — ,-i 9 L — ( pi -7/- . r.: j 6 .S i� �Q / /i N - ,4,..:,' r� .�v� /on : :'14.1%,:limir4! 6f i ( - } n �,, , �.: .; A_ Insp.• tor:- / Date: ,N„, , ' + � � .:. .. — ,. N ,...'� 3; IN $47.00 REINSPE ON FEE REQUIR D. Prior to inspection, fee must be , r TT . _ paid at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection. `# .,t,' ; ° ' Receipt No Date: I .' YI , f y' Y Al . r ..:. . • :. ..., ...• .. .. .. . ... .. ' • y .Yq'k `i rtN.F 4 ' a iiw1 �YH1NLA�7t1�A4;iatd�k : 3:+S:� f1A 'ii�!'n"it3•:,lfi �:fSt:.:'d, .�N. {h�.7;'4Y'�` '''' .f 1 Z =Z d; .. s -- t (ow „ ,,: \1 0 O 49 z -:/ . o ' ± INSPECTION RE D It ec zf_ Retain a copy with permit _ t I -j a 1 INSPECTION NO PER, 0 U) LL CITY OF TUKWILA BUILDING DIVISION ' 1 I, w 0 , 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 2 : :: • Project Type of Inspection: • u., R i N a : . {F. � '�i : /, G' 'i? /G7 t! � 1./--1 � /c 1?? dir 7 .+�-,,, Address•. , O • �' Date Called: = W ti z 70 /E ,7e,aZ S /G - / t/ Da ~ _ 1 ._ Special Instructions: Date Wanted: �a, I.., O /e)-/S GZ p.mn7 Z I- Requester: W equ � W yCL�� C. C . t �Tz *1 a .- 0 • Phone No U N s I i o 25 - 7/3r o T yr �� WW i ` y(i Ap proved per applicable codes. 0 Corrections required prior to approval. l_ U COMMENTS: Z Z iii "t oc1 11 -E' V1r o hC IM or 2 �' I \ ` 1 z ' ri:-- kr.42. otte■ci , ; F Y AN , .J 1) j_ , 1 i' k 's ', a: 11 Inspecto . Date: ;'`,; r .: [D -a3 -02 ...�, . $47.00.REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 41 r: 0 i ,. ,� . : paid at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: W.. ,: -: i x Elp . . • H..... .. 0 0 0 • 0 : ' '! .m.vaF •,.t:r ;,,v9,,It, 'Si.A114'1450 4)' gild, Aircl; Wvrfauui::c*i.t.W.1s;ra:114.-`:„ ,. ' ' .. .. f - ..Cr - - ' , . 1 x" ;" . ii �i : ; ''.':v,'"?., ^ .f �'0��,: Inspect — '-- � , -- Date: 10 1 2-- —02 "" ...4 4 '�:8 $47 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be tIA? paid atb300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Igo -' irt- y. Receipt No Date: qq <„� � 4• A: ,1 YP 1f d rW r �..:.. ...-+-• �.....+. r....- w... w.. w. n....w�iea rwrr�+w.w�n.wa......aw..u... _c. ., ... .... .. }.;: n .ti `r,. .a , ../tit „ i ,Xa�Ali,,x,Ai'.L .,.P + u? iMw..u'c 1,tga4n..se i • - • • Z QH Z w Ct •1 • ‘"^' W 1� Itp f� • ° Tukwila ,. o ; �t �f Steven M. Mullet, Mayor l • I illit 2 , Fire Department Thomas P Keefe, Fire Chief 1908 - -- z a • -z re 2 TUKWILA FIRE DEPARTMENT U O FINAL APPROVAL FORM 0 0 i -J � Permit No. 3 V Ul 9 (0 La u.. 00- )_J(( 1 / 2} J LJ. Q CO I d W k Z P roject Name 1 '� V . / j q'i • qr S F— Z O Address : .' )v 6 A i k A '- # w J MD J J D0 ` 0 CO 0 Retain current inspection schedule H 0 '? ~O a Needs shift inspection lK, : i. ;-I' ri „ ,�, I w z U N _ ` 0 I' • Approved without correction notice z Approved with correction notice issued Sprinklers: I . I Fire Alarm: `i 0 t ' Hood & Duct: Halon: Monitor: .gift;.. (r,.. Pre -Fire: Permits: ''~ ., "..t I F 9 0 tl . .r� /! - 1 ; 0 ).- ... '' ... ' xY';Ji t Ss" - Authorized Sigfiature Date 4R 1 I FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 8 0_ 3 1 ,k.. ;„.vi.1 i i ' 1' MI' 1 N Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 ., ,;� { '!^ws ialw ,w.vm, ,,,.,,-« „M..U,..,-..« c. ,M��+•*•nx7 Y a �.tC'iri i 1N4. 16.. asxvu!.,. .ms. ht%rvMrxv77$6 cyw ?ik4:fH ..�, 4Kitb7 ■ , .. , , I . . - - k, C/ S`, ,, 1 If'4 (. r ' H : . EBUELDINIG SYSTEMS z • AUG • 1 2 2002 0 a • SOLU'l1ONS +SERVICE - --� , x z RAL .r REID MIDDLETON, INC. -J o . • S TRUCTU � 0 LLl = LU , CAL 9 ULA 1.,!!,i r , p1 j S INDEX PAGE NUMBER c _ d . BUILDING LAYOUT 1 J ►- i . SEISMIC CALCS. . , 2 -3 Z ~ TRACT SUPPORT CALCS. ��,� 4* w w FRAME LAYOUT 4 5 D o I MAIN FRAME SUMMARY N/A • o I CONNECTION DESIGN 6 -7 = uj • MAIN FRAME DESIGN ,•,..- 8 -36 1- o END FRAME REACTIONS 37 . z END FRAME DESIGN 38 -74 S2 - , PURLIN DESIGN 75 -114 0 ~ • z • , GIRT DESIGN 115 -125P* . BRACING DESIGN 126 -127 . PANEL CALCS. 128 -129 , JACK BEAM DESIGN 130 -150* , • • * INDICATES NEW OR REVISED CALCS . " r "." (LE COP . BUILDER STEELCRAFT CONSTRUCTION L , is 3 • JOB NO. C01987 4�. �" -LL t ;, , k 44 i qp: t IN 5, I; ' * - '-. till , r 4 3619 V � i. : . .: 4:1 � S SIONAL 0 7.: - JUL 1 0 2002 ! I EXPIRES 12/26/ 03 1 . R ai , :ti• ' .. — ....... tunYh -n ... I r'.. . „..,,,,.......- • • . . . ., - -_ = - /✓_ , ,_ . _ \. -, l'r ;' � • . canam 5 1 2 002 Mo rgan Road _ corp _.,an Sunnyside, Washington, U.S.A., 9894 • su n Telephone: (509).837 -7008 - Fax: (509) 839 -0383 SOLUTIONS+ SERVICE Internet: www.canammanac.com • STEEL BUILUINGSi SOLUTIONS+S[RVICE • JOB No. PAGE No C01987 . 01 1 A CUSTOMER Steelcraft DESIGN BY JW CHECKED BY } I DESCRIPTI DATE DATE Hangar 2 Seattle, WA 5/23/2002 .z I : : ! ZZ 1 . , ; . . ; . _ .. _......... - � ..........:. ......._.._... �.... _..i .. _. . ... _.._. -_._ ._. _ . { - - i l Cr -- , ti ` r.,...... . ,� • A. � ' � r'''''',, 1__ _ 71 1 i . 1997 U.B.C. SEISMIC LOADS JOB NAME: • Steelcraft . JOB NO: C01987 , • Seismic Zone 3.00 Soil Profile S X= D 1636.2 • Z= 0.30 Table 16 - (Soil profile S unless customer provides.) Z Importance Factor I= • • 1.00 Table 16 -K Near Source N = 1.000 Table 16 -S 0 , ,H Z • OMRF R= 4.50 Table 16 -N Z Braced R= 4.20 Table 16 -N Cx 0.360 Table 16 -Q 6 Q • r ' • 0 Near Source N = 1.600 Table 16 -T J 0 P= 1.42 1630.1.1 (30 -3) C 0.540 Table 16 -R N 0 Regular structure J H Nu_ ROOF SNOW LOAD - --- -- 25.00 P.S.F. --- IF >30 P.S.F. REDUCED 75% 1630.1.1 W 0 ■ 1 ROOF DEAD LOAD , 4.00 P.S.F. 0.00 = SEISMIC SNOW LOAD 2 R OOF COLLATERAL LOAD----- 3.00 P.S.F. LL , Q WALL DEAD LOAD - • 3.00 P.S.F.(LS) 3.00 PSF(HS) 3.00 PSF(EW) Co d CONCRETE WALL DEAD LOAD -- 0.00 P.S.F.-- IF PARTIAL WALL H W FLOOR LIVE LOAD- 0.00 P.S.F. -- If Storage then 25% used 1630.1.1 J Z'-- FLOOR DEAD LOAD 0.00 P.S.F. ZI•- WIND LOAD------------ 18.28 P.S.F. W j { Building Type: Symmetrical U CI ? Building Size: Width Length Height (LS) Height (HS) 0 N . f 48.00 X 322.06 17.90 17.90 CI- I0 - BAY SPACE- 20.50 l w u_ O ENDBAY SPACE ---- -- 0.00 IF NOT .5 *BAY SPACE • ti . Z ROOF PITCH---------- 1.00 :12 0 CANOPY (ft)------- 0.00 (LS) 0.00 (HS) 0.00 (FEW) 0 I=- • 0.00 (BEW) z . CONCRETE j I WALL HT.--------- 0.00 (LS) 0.00 (HS) 0.00 (EW) Structure Period, T= .035 *(18.9) ^.75= 0.317 s 1630.2.2 (30 -8) R =4.5 V =[C„I /RT] *W = 0.378 W 1630.2.1 (30-4) V =[2.5C /R] *W = 0.200 W max 1630.2.1 (30 -5) V =[.11C *W = 0.040 W min 1630.2.1 (30 -6) . V =[.8ZN /R] *W = 1630.2.1 (30 -7) tP•Vrij c t R =4.2 V =[C„] *W I /RT = 0.405 W 1630.2.1 (30-4) r , t'P;r. ` ? ? . U ...j A Z t V= (2.5C /R] *W = 0.214 W max 1630.2.1 (30 -5) ' ' V =[.11 C W = 0.040 W min 1630.2.1 (30 -6) ,,% ; �4 V= [,8ZN /R] *W = 1630.2.1 (30 -7) : , T . , M`..t e i 5/22/02 3:56 PM prir .,, 4;4 11 f .'1. .. 1 r . I... 1 . •, .. .1 ... ee+n.+nW.•r•w..w•+va..•wu . rn r.. .. r ....uy err..,.... .... ...- ...•.. . .. . ^ i : '.lt: n.i.'.:x,lua ..... S - . I J V 7" - 'T1 1 4 ... 1 - i ■ LATERAL LOADS MAIN FRAME `' 6.89 KIPS ROOFw I 1.10 KIPS SWALLw pEh/1.4 no Eh/1.4 S2dp 3 0.00 KIPS CONCRETE WALLw MOMENT V= 1.61 KIPS 3.20 KIPS 1.979 0.00 KIPS POINT LOAD(S) 7.99 KIPS TOTAL WEIGHT WIND LOAD= 4.36 KIPS WIND GOVERNS _ I Q I cc ■ LATERAL LOADS END FRAME D . . . U O 1 3.44 KIPS ROOFw N 0 0.55 KIPS SWALLw pE S2 Eh/1.4 -J H ■ 1.36 KIPS EWALLw MOMENT V= 1.08 KIPS 2.14 KIPS W IL • WO i . 0.00 KIPS CONCRETE WALLw BRACED V= 1.16 KIPS 2.29 KIPS 2 �. 0.00 ,KIPS POINT LOAD(S) • . . 5.35 KIPS TOTAL WEIGHT WIND LOAD= 2.30 KIPS WIND GOVERNS n N H = LONGITUDINAL LOADS f Z 0 Z I- I 54.11 KIPS ROOFw LOW SIDEWALL ? Q i 8.65 KIPS SWALLw (LS) pE no E U 1.36 KIPS EWALLw . MOMENT V= 12.96 KIPS 25.64 KIPS Q H 0.00 KIPS CONCRETE WALLw (LS) BRACED V= 13.89 KIPS 27.48 KIPS W ui Z 0.00 KIPS POINT LOAD(S) I- U 64.11 KIPS TOTAL WEIGHT IL 0 ki 54.11 KIPS ROOFw HIGH SIDEWALL H I • 8.65 KIPS SWALLw (HS) pE C2 E Z'T • f 1.36 KIPS EWALLw • MOMENT V= 12.96 KIPS 25.64 KIPS • • 0.00 KIPS CONCRETE WALLw (HS) BRACED V= 13.89 KIPS 27.48 KIPS . } 0.00 KIPS POINT LOAD(S) - 64.11 KIPS TOTAL WEIGHT WIND LOAD= 5.39 KIPS RUN SEISMIC 1 . • I I . f ,� t ; r. W t . , . i R d Y x 5/22/02 3:56 PM ` A ,gyp ,(�., f i1 ;Y ��7� 'tii' A .t 1 <, x.e. r...0 +..... ti.. - ........ . .. ..........•n • laSf..yh�+G. 6lti.Ln.•6• t . ...., ...n ..... J . a1 ye ..n.�..f raWCMI.:&.q± D $ , 4o- Sr/P�iL'fl}f!' �' ... k 4 t ■ • . , .. ., r.. v.*I*, +au .... ._�.., ' r. . ` M.... canamst�� . Sun Morgan Road °�°'e I Sunnyside,'Washington, U.S.A., 98944 fa u S Telephone: (509) 837 -7008 - Fax: (509) 839 -0383 • SOLUTIONS ♦SERVICE Internet: www.canammanac.com • s rEEL BUI�o,Ns._ ' IOLUTIONS+SERVtCE JOB No. PAGE No 0 (1 4 �f �} CUSTOMER • DESIGN BY CHECKED BY • biz tit c. Iii G °' YRA-c k SUPPORTS J �v P • DESCRIPTION DATE 6/3/oz DATE Z Y// -_._.. :__ __ .. _.1.._... �__._J .... -.. _�_.._ .__ .__ ..._... L. _ - -• • , l i i N W • • i i i I j J i i 11 r_ In D + Ll., I LLIZ 1 I i i H O , 2 11i S i i I j i i i I i 1 D I-- = - — i I l -� V • 77 • IP. n1 F p oi � 7p� L z • ____._.__.:_._.. • — , al i 8 I • i �So Z 1 • t -, 8 (1.3 ' • 9 1 ; (8. h i ` An_A -.1_ • ! q,31 i • 9..._ _ � � _._ L' L ' L � . /• TY� - , � - i � • I;`l 1 � � ' Z t Imo • • r .. A , _ Nd =7_ Pf1 YSC, J uuRNAFt. 2 Q t.p- 19 9.1:. �k gl'M =- 1 • .:.. 7 I3�1 - � wa �Ing1C'. 5 Ih GO�Pr es51'ut, • I � Use G q>�q �� iV1 7 3 I , ` '` , • z N ;;E 1 ^rT/ L S l i 4146 k�G r1S f r.t1,.. , i SG n 7.-'1 , 1) � • a:.. 011).--4,,,,,,,,,,, r . • 0 \ . . y .. i I I I i r i • k....,;r' ' ; ; ; ,,,, 7 „ .:71,1 r,P W✓,, �• f' „ .� - + ... c. ->J: v.n...,..,�.,..... ....._...._...• rnmaeMS�CDEfMM9JNA71�k'M'.hAPC •. e.wva. .. a'M .4 •.rt •4 aU .w,a,nv........, . ......... ... .•.. ......._ « vgv.+aN w, , . ».,. i + ■ ■ i r - -- 4 1 ,....„ i ... '� • . . b • s 2002 MORGAN ROAD S UNNYSIDE, WA. 98944 (509) 839 -7000 JOB NUMBER PAGE 0 n r ii U t I) , r', 1 . FAX (509) 8374066 IUOL UTION• 4 •ERVIOlt ; ENGINEER DATE • • II Z (TB) TRIBUTARY BAY: „I v IP . . _ • WALL CONDITION: P ENL( LINE(S) # Z 17 . (LL) SNOW /LIVE LOAD: 25 PSF F- W (WL) WIND LOAD: 18, 28 PSF D (AL) AUX. LOAD: 3 eS f U O (DL) DEAD LOAD: q -PSF I. 2 co 0 ( I.2 Aci' W H Ili 12 2 3 � W Di n e y 2 7 3 1 8 g¢ r. N: F W o p _ O Of C 4 1-0 CI • r S Z I - w D 0 + S z C.) co Z i 0 I- W --- 21 + 2-'l I 0 F— -I8 1 - LI Z REACTIONS W N U I_ I , • LOAD SUPPORT HORIZ. VERT. OUTSIDE FLANGE Z • D +L 5 -II t7 I— D +L I l t 7.0ti .O +19 1 / (O `I' (o W9 v10 ' • D+L Q .161 Q " .IP✓� d .ISO d 0 D +W 1 1-3.19 -4.59 @ U 8 : D +W S = '9. ; 2 IZ 12.-32 IL . D +W 1 / 4 1 ).-L V yIp NiAsef.o ' • USE (1 )3/4 A307 J -BOLTS INSIDE FLANGE . i .. . • 18 x PLS. . ., 44). II 4 + t ;r . ; W/ 9 - 5 (31._ A325 / AMU ;.�, BOLTS �2 x b PLS. x PLS.' , 1 111 -- 4" = W/ 4 — 5/ A325 W/ - A3 25 , " . BOLTS 2 BOLTS . ' 't < II 4" 4" tsc,t04 II 2 -I /4" + + 2 -I /4" NV rA >' • HAUNCH 'R:R RAFTER ; Jy' 3 ) l0 4O EAwE *J:�; E6TM - 'r t.tv I ei .� . �'Htr H— r ".. 6 -�" r7! rtEnrurt4 t0. y4tril++tttr'SP ^ ^^^ a ,... . w. . ,r)a" . r3�l d.' li'. i�i4:. d0vmuvzamaraew +:s3�w #1�Y'dd�2� "w.__, C r 1 i+..s- •'.'�Yt Mn �:;rnrer . : s.*trx "1 I i r . 1 i - - , - - - ." -4 ---- .,r . , ,• , ...1v ... . ... .. .._ .v 4 • . ' " , ' SPLICE ANALYSIS rOR JOB C01987 Frms 2 -17 • 0 06 • • WELD SIZE AT WEB .1870 YIELD STRESS OF WEB 50 KSI • FLANGE .2500 FLANGE 50 KSI SPLICE 50 KSI . 1 A325 BOLT -DIA 0.625 IN - AREA .3068 IN2 - ALLOWABLE STRESS 44KSI Z RESISTING MOMENT 44.63FT -KIPS t _ • DEPTH OF BEAM 12.50 IN - LENGTH OF SPLICE 16.63 IN • ,F--Z , FLANGE AND SPLICE WIDTH 6 IN I 6 NUMBER OF DISTANCE FROM ACTUAL 0 0 BOLTS IN COMP FLANGE BOLT STRESS W RESS ROW (IN) (KSI) W Z J 2 14.3750 44.00 CO 2 10.3750 29.13 W 0 2 CHECK OUTSIDE TENSION FLANGE —I W ;. CO SPLICE PLATE REQUIRED AT GUSSET 0.0000 = W FLANGE 0.6000 1-- 2 PROVIDED 0.6250 f 2!, ~ F— O Z F— CHECK ABOVE TENSION FLANGE WEB THICKNESS REQUIRED 0.0571 D 0 PROVIDED 0.1870 . 0 (12 ' FLANGE THICKNESS REQUIRED 0.1922 C) H-• PROVIDED 0.2500 W ' SPLICE PLATE REQUIRED AT WEB 0.2405 1-- " U FLANGE 0.3183 W Z PROVIDED 0.6250 V) WELD LENGTH REQUIRED AT FLANGE 9.3254 H I WEB 3.7029 Z 1- AVAILABLE AT FLANGE 11.8130 WEB 12.0000 • • S „, Y j �ys l �}`4 ! • t ! 7 1 . S . E n �4 .jy^a ? tab . 71 N PK .. : i .....11.,4.'1 i +ii iG'+L,4k3LYfew .. .i.. .. .. .v..( ........ .. . i:•lf'.,.'t.. v - . Mafil+.!wNMrr+wKyl, Y3[C- 1 WEB 7.4800 .-e' V- � , t Z L U tA + 0 —, 1 Z 1‘ ' it fli.. V :: .' i 1 ' i .. ',:l j . { 4 it gq � e C tf4:` ;17,1, t , mkt H ••' 1 .,x_......._...... ..,.... .�_...._... ... ....... ,..,_ .... .......r... �+ .iM am,v4 04 �MttmlMf� ,..........mi,v aRaviwiMFr�#:tt'},i?,', { " WMO9natrom t 1 . r , . - -.« - - -", l . . * , * * * * * * * * 1 7 612C01987 Steelcraft Hangar 2 111000 00 0.29000. HEAD CARD O 0 8 • 1 1 30 112000 .0000 17.0077 12.0000 12.0000 .0000 .4788 MEMB DESC 1 2 2 40 112002 .0000 16.9873 .0000 .0000 .0000 .4861 MEMB DESC 3 3 60 000000 20.9445 .8709 12.0000 32.0000 .4589 .0000 MEMB DESC 4 4 60 000000 - 21.1012 .8987 12.0000 32.0000 .2823 .0000 A MEMB DESC _ 5 5 60 112000 .0000 17.8786 12.0000 12.0000 .0000 1•.3333 MEMB DESC 6 7 30 • 222000 3.4167 .2847 .0000 .0000 .0000 1.4167 MEMB DESC { 7 8 43 222000 - 3.4167 .2847 .0000 .0000 .0000 1.4167 MEMB DESC Z DEG OT • • NUMBER BAND , 1 INDT DISPL SUPPORTS WIDTH j. uJ 2 19 3 14 re Q 2 1111 00110 0 50.0000 50.0000 .0000 HEADER -.J U O .0000 6.0000 .0000 6.0000 .0000 FLANGE SEGMENTS p 1. 89. 2. 1. 198. 2. BRACING W W 1. 89. 2. 10. 198. 2. BRACING - H 1. 43. 1. 0. 0. 0. BRACING N u { W F I 1. 36. 1. 0. 0. 0. BRACING 10. 30. 1. 0. 0. 0. BRACING .0000 .0000 .0000 .0000 .1870 .0000 .0000 .0000 WEB SEGMENTS IL. <C .8500 1.4500 204.0927 BUCKLING N = d 2900 00000 0 8.0000 15.0000 .0000 HEADER H W i 3111 01110 0 50.0000 50.0000 .0000 HEADER J 2E - .0000 6.0000 .0000 6.0000 .0000 FLANGE SEGMENTS Z O i 7. 7. 1. 41. 36. 1. BRACING W LU 1. 34. 1. 2. 100. 1. BRACING 4. 50. 1. 10. 10. 1. BRACING 0 N 10. 12. 1. 0. 0. 0. BRACING � .8500 1.0000 251.3525 BUCKLING W W 4111 01110 0 50.0000 50.0000 .0000 HEADER H U .0000 6.00.00 .0000 6.0000 .0000 FLANGE SEGMENTS . LL 0 43. 40. 1. 9. 9. 1. BRACING Z 2. ' 100. 1. 1. 34. 1. BRACING V N 10. 10. 1. 4. 50. 1. BRACING 0 0. 0. 0. 10. 12. 1. BRACING Z .8500 1.0000 253.2466 • BUCKLING • 5111 00110 0 50.0000 50.0000 .0000 HEADER . .0000 6.0000 .0000 6.0000 .0000 FLANGE SEGMENTS 1. 89. 2. 1. 89. 2. BRACING 1 1. 89. 2. 1. 89. 2. BRACING , 1. 43. 1. 1. 43. 1. BRACING 1. 36. 1. 1 36. 1. BRACING • 10. 47. 1. 10. 47. 1. BRACING .0000 .0000 .0000 .0000 .1870 .0000 .0000 .0000 WEB SEGMENTS .8500 1.4500 214.5436 BUCKLING 6300 11100 0 50.0000 50.0000 .0000 _ HEADER .0 24.000 1.100 .0 24.000 1.100 BRACING 100000.0 24.000 1.000 200000.0 24.000 1.000 BRACING ' w..� -• 1000000.0 24.000 1.000 1000000.0 24.000 1.000 BRACING._,, t �';., j, Y� ' .3. t . .850 41.000 7.000 9.000 1.800 18.000 .850 BUCKLING AND CONSTRAINTS i "'' "''' 1 1 D +L t. 1 70 .6560e .0000 .0000 .0000 .0000 .0000 '. p�;Nr A 2 2 D +L +Jck Bm • 1 70 .6560' .0000 .0000 .0000 .0000 .0000 a 1 12 .0000 .0000 8.8200/ .0000 .0000 .0000 ... 3 6 D +W Cl 1 12 • .0615` .2248 ✓ - 1.3200/ .0000 .0000 .0000' 2 20 .0615 .1405e .0000 .0000 .0000 .0000 1 ' d 's 3 30 - .2758' - .3373'' .0000 .0000 .0000 .0000 4 40 -.2758 .3373 .0000 .0000 .0000 .0000 i i r • �: J,... , , , ......_:1a.L, .....,..,1u.a.. >N;i ,: s..... ..... _... _.......,...,nnawNm .•y .71S4PF3•ln'<. . a. ., ..w..,.u:..w. �..:w epa+<ww...v...'. ........ .............................. vaNMaWktrtw'�F5MiF3�YD1+xM.ae.a 4 ti -,' , .;'d 60 ' • -.2758 -.3373 .0000 .0000 .0000 .0000 7 70 -.2758 .3373 .0000 .0000 .0000 .0000 46 D +W Cl Rev O`1 1 12 .0615 -.1405 -1.8900v .0000 .0000 .0000 . I 2 20 .0615 -.2248 .0000 .0000 .0000 .0000 3 30 -.2758 -.3373 .0000 .0000 .0000 .0000 F 4 40 -.2758 .3373 .0000 .0000 .0000 .0000 6 60 .. -.2758 -.3373 .0000 .0000 .0000 .0000 7 70 -.2758 .3373 .0000 .0000 .0000 .0000 Z 5 6 D +.5L +W Cl QSH 1 12 .2537 .2248 .8400 .0000 .0000 .0000 ,r W 2 20 .2537 .1405 .0000 .0000 .0000 .0000 tu 3 30 -.0836 -.3373 .0000 .0000 .0000 .0000 J 0 4 40 -.0836 ; 3373 .0000 .0000 .0000 .0000 U 0 6 60 -.0836 -.3373 .0000 .0000 .0000 .0000 W = 7 70 -.0836 .3373 .0000 .0000 .0000 .0000 -.IF- 6 6 D +.5L +W Cl Rev U) jj 1 12 .2537 -.1405 .2600 .0000 .0000 .0000 . al r .0000 2 20 .2537 -.2248 .0000 .0000 .0000 3 30 -.0836 -.3373 .0000 .0000 .0000 .0000 IL Q 4 40 -.0836 .3373 .0000 .0000 .0000 .0000 U) m 6 60 -.0836 -.3373 .0000 .0000 .0000 .0000 W 7 70 -.0836 .3373 .0000 .0000 .0000 .0000 = 1 2!i- 7 6 D +L +.SW Cl 1-0 1 12 .4459 .1124 4.7300 .0000 .0000 .0000 W f"' 2 20 .4459 .0703 .0000 .0000 .0000 .0000 2 D 3 30 .2772 -.1686 .0000 .0000 .0000 .0000 U 4 40. .2772 .1686 .0000 .0000 .0000 .0000 Q H' 6 60 .2772 -.1686 .0000 .0000 .0000 .0000 W 7 70 .2772 .1686 • .0000 .0000 .0000 .0000 3:0 8 6 D +L +.5W Cl Rev . 1- 1 12 .4459 -.0703 4.4400 .0000 .0000 .0000 Z 2 2 20 .4459 -.1124 .0000 .0000 .0000 .0000 U U)' '• 3 .2772 -.1686 .0000 .0000 .0000 .0000 j- _ 0 ~. • 4 40 .2772 .1686 .0000 .0000 .0000 .0000 Z 6 60 .2772 -.1686 .0000 .0000 .0000 .0000 7 70 .2772 .1686 .0000 .0000 .0000 .0000 9 6 D +L Unbal 1 12 .6560r .0000 .0000 .0000 .0000 .0000 3 30 .6560 ✓ .0000 .0000 .0000 .0000 .0000 . 6 60 .6560✓ .0000 .0000 .0000 .0000 .0000 2 20 .3998 .0000 .0000 .0000 .0000 .0000 . 4 40 .3998 .0000 .0000 .0000 .0000 .0000 . 7 70 .3998 .0000 .0000 .0000 .0000 .0000 10 6 D +L Unbal Rev 1 12 .3998 .0000 .0000 .0000 .0000 .0000 i ` 3 30 .3998 .0000 .0000 .0000 .0000 .0000 6 60 .3998 .0000 .0000 .0000 .0000 .0000 "`" . '' v' 2 20 •:6560 .0000 .0000 .0000 .0000 .0000 ' 1 4 40 .6560 .0000 .0000 .0000 .0000 .0000 , 4 �y ?� =; Vii 7 70 .6560 .0000 .0000 .0000 .0000 .0000 �.. 11 3 D +E 41$414',4 ` +q'. j , r . 1 1 12 .0000 .0000 1.9000 .0000 .0000 .0000 1 70 .1076/ .0000 J1.000 .0000 .0000 .0000 ,i $ 3 40 .0000 .0000 .0000 .6100 ✓ .0000 1.2500 },s "z ; ` � i t S 12 3 p +E Rev •I?.` }E,i R ii 1 12 .0000 .0000 1.9000 .0000 .0000 .0000 v%: ''.'T:' 1 70 .1076 .0000 1.9000 .0000 .0000 .0000 3 40 .0000 .0000 .0000 -.6100 .0000 1.2500 sm NO ERRORS WERE DETECTED IN YOUR INPUT '?:' :'0 ,a ^. t i q 1 : .";., . .: n: _: .�: r•• . , r,.. ate. n•: uil •L • :..r ._. .. .o. .,•,•+' kT4 »iYxw.wm,+rr.�rr«.w...wv�,aru t.•r �4 1 , i r I - --- .y • ' *; 4 * * * * * * 4 . . SUN STEEL BUILDINGS, INC.' 2002 MORGAN ROAD 0 1 0 j SUNNYSIDE, WASHINGTON 98944 . 509- 837 -7008 GENERAL GEOMETRY . PAGE 1 • DATE 6/ 3/2002 TIME 07:31:39 Z PROJECT: C01987 Steelcraft Hangar 2 . , 1 /-: H Z PROJECTION INITIAL END F I N A L . END - 4 2 ' MEMBER LENGTH --i JU NO • (FT) HRZNT .. JT NO X COORD. Y COORD. JT NO X COORD. Y COORD. U O 1 17.01 .00 17.01 1 .00 .00 3 .00 17.01 N CV U W 2 16.99 .00 16.99 2 42.05 -.01 4 42.05 16.98 1.11:c -I H 3 20.96 20.94 .87 3 .00 17.01 6 20.94 17.88 0 LL 4 21.12 -21.10 .90 4 42.05 16.98 6 20.94 17.88 Ili 0 r 5 17.88 .00 17.88 5 20.94 .00 ' 6 20.94 17.88 6 3.43 3.42 .28 7 -3.42 16.72 3 .00 17.01 g Q 7 3.43 -3.42 .28 8 45.46 16.70 4 42.05 16.98 U d Z W F- X Y o Z 1 MINIMUM JOINT COORDINATE -3.42 -.01 I- 0 MAXIMUM JOINT COORDINATE 45.46 17.88 2!1 III . 2 D' U CI O N CI H w w I t - , " wZ H H • Z _ . ".''.-:::''''*:';'":21:.:' • f { r . c � r x -`� ; • 1 -t: .c/ - r . SUN STEEL BUILDINGS, INC. l 2002 MORGAN ROAD 0 1 1 • SUNNYSIDE, WASHINGTON 98944 • 509- 837 -7008 A FRAME DESIGN • PAGE i I • DATE 6/ 3/2002 TIME 07:31:39 Z PROJECT: C01987 Steelcraft Hangar 2 . • F- Z • 0C 2 STRESS ANALYSIS FOR MEMBERS: 1 - 1 6 U i 0O L E F T E X T R E M I T Y R I G H T EXTREMITY WEB WO W = PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR CO i_ LL ' NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE. RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO WC (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)' (KSI) (KSI) 2 h 1 3.07 21.32 .00 30.00 .144 3.07 21.32 .00 30.00 .144 .085 J • 2 -.44 30.00 4.96 30.00 .151 .30 21.32 3.96 18.04 .230 .065 CO � 3 -.44 30.00 8.59 30.00 .272 .30 21.32 7.10 18.04 .404 .045 = W 4 -.44 30.00 10.91 30.00 .349 .30 23.16 9.41 18.04 .532 .028 Z H 5 -.44 30.00 11.90 30.00 .382 .30 23.16 10.89 18.04 .614 .016 O ! 6 -.52 30.00 -11.26 30.00 .392 .30 23.16 11.55 18.04 .651 .015 lZ I- �j GEOMETRIC PROPERTIES FOR MEMBERS: 1 - 1 D 0 U O W SECTION C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES ,0 H . WW P 0 I N T LEFT FLANGE RIGHT FLANGE, W E B ,..-"MOM OF SECTION MODULUS I - NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT - O (FT) (IN) (IN) (IN) . (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3) W W 1 .00 6.0 .250 • 89.0 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 l V _ ` 2 3.31 6.0 .250 89.0 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 0 F- • 3 6.61 6.0 .250 89.0 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 4 9.92 6.0 .250 43.0. 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 5 13.22 6.0 .250 36.0 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 6 16.53 6.0 .250 30.3 6.0 .250 198.3 .187 12.00 .0 5.2 139.5 22.32 22.32 FLANGES WEB • YIELD STRESSES (KSI) 50.0 50.0 • tr , 3' y Y ' '� L ,..1,1M, . I h ; • TIF& R C,i r' "! /no n ..e.. .: ". 1 •.fii!= 1•;xfT.MF? w K f '� �. JY ... •` ., _ .. ".. .. .. .. . •m SA= ,.p,.., _ ua .rWsd'W'.0 .. .. ... v:ua@KYn nr.�e . '4I `h;;hJi:�(. ` , 4 - . , { . , .. r^ , . . ., ' SUN STEEL BUILDINGS, INC. 01 4 ► _ ., ( ? - .` • ............ . . r • \. •' ' SUN STEEL BUILDINGS, INC. • 2002 MORGAN ROAD !1 i r■ SUNNYSIDE, WASHINGTON 98944 • 509- 837 -7008 . I FRAME DESIGN PAGE- 6 DATE 6/ 3/2002 i TIME 07:31:39 PROJECT: C01987 Steeicraft Hangar 2 Z <C. o W PR FOR STRESS ANALYSIS FOR MEMBERS: 3 - 3 = J U LEFT FLANGE RIGHT FLANGE • U O ( N C PT Win ut NO CB L /RT LD /AF CB L /RT LD /AF KL /RX KL /RY CM F'E H J 1 1.100 4.598 59.378 1.100 23.147 298.906 50.553 5.437 .850 58.433 N u' W O . i 2 1.000 22.242 302.849 1.100 23.293 317.162 50.865 26.487 .850 57.718 2 } 3 1.000 22.245 '303.224 1.100 23.297 317.555 50:872 26.495 .850 57.703 • 4 1.000 33.318 549.441 1.000 66.636 1098.882 52.105 40.767 .850 55.004 Ur. Q ' 5 1.000 34.140 656.219 1.000 68.280 1312.439 53.218 42.753 .850 52.726 _ C3 6 1.000 34.943 762.998 1.000 69.886 1525.996 54.223 44.650 .850 50.791 �_... W 7. 1.000 35.728 869.776 1.000 71.456 1739.553 55.130 46.470 .850 49.133 Z i - 8 1.000 36.496 976.555 1.000 72.992 1953.110 55.954 48.219 .850 47.697 + Z 0 9 1.000 8.940 260.000 1.000 7.433 216.171 56.703 9.959 .850 46.445 W w : U� ON O H to w H V 1 W H '. I Z ' UJ 0 F.. • i Z \ f k . 0 td ^^ r { 1 • ' ✓t: )t r� a�: t e: r . 1 t":71ii .r"r. 4 LAM: ' - .v f ' -15.93 .20 -5.82 -.02 -4.28 .05 -.09 -.01 `fL 11.11 3.20 -9.68 .02 • -9.44 .02 7.76 .33 .84 -.08 4.98 .33 -1.94 -.08 -2.10 .17 -5.56 -.03 ..;c ; ,., -13.60 .11 -1.97 -.07 -.63 .03 -2.45 -.03 , , ;ir r` r �.� r ;,,. 7 14.39 • 4.42 1.22 -.07 1.55 -.07 10.45 .32 -11.15 -.09 '$' 10.89 .30 -10.72 -.11 6.20 .11 -4.61 -.09 ' . -4.21 .02 6.18 -.13 4.18 .02 -3.64 -.04 ; .1 ,, . It` 8 17.68 6.57 19.18 -.16 19.60 -.16 10.17 .31 -26.12 -.10 z r . +' p.-.. �.y ,' -' 15.89 .26 -20.40 -.14 17.48 .05 -.67 -.15 fi� 12.24 -.07 18.64 -.18 10.15 :00 -3.68 -.06 ? 9 20.96 8.72 44.21 -.24 44.72 -.25 6.91 .30 -44.07 -.11 ,,;.,. 19.99 .23 -30.99 -.18 31.74 -.01 6.25 -.21 atfrsil,A 35.75 -.16 35.40 -.24 17.28 -.01 -2.56 -.07 , IISMOINIMMOOMMIWAISISIMINSUMMINISSINOnew ..,,;.,; a. r: �k.. r.. ii: nai: bicLs. �s'.n.. ::.ren.s ^.;.o-:<s:k`,4ws'iiee'uw rar. es• rwroxm•. e.»: w, n.. m.+•.N. wwra. Yi .'.Vt�Y�''!�I1�+t7..R ^'sR4F191 • - - - -'"1 � ? .i ' SUN STEEL BUILDINGS, INC. 0 1 O 2002 MORGAN ROAD O SUNNYSIDE, WASHINGTON 98944 509 -837 -7008 FRAME DESIGN PAGE- 8 • DATE 6/ 3/2002 . TIME 07:31:39 PROJECT: C01987 Steelcraft Hangar 2 Z Z 4_ W ft uiZ • P 0 I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS V NO LOCATION• WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT 0 I-. • (FT) (IN) (IN) (IN) (IN) (IN) (IN). (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3) Z l 9 21.12 6.0 .250 10.0 6.0 .250 12.0 .187 32.00 .0 9.0 12 79.43 79.43 . FLANGES WEB YIELD STRESSES (KSI) 50.0 50.0 < . i qp i d s, r I t . ''' '-''N11 'i • • ba� tiOl'":.::' ' � £y • , t s y�xi t i r h3 z Y % a, i . lig, La2-4.w.1:1 . hX ..i • '• ' � ''- • . : .. .:. .:::... . �; . .;:.. n.::, .i:.ii�:t:.;::an............_ ... .. _...• v . a...K..... .,tumtx.:ii. ' akwY.... . • ., .,.. ,...., ,. ,. , .. , , _i,n. eriv, vUkh,.,f( YM1. N'.n xxfl" M+ ewrMf+. Wr. 1Mk fA71{1YY :�i��fi9L f eV�� 54 ' { bEi' ■ . . • ' . •• _ _ .._... ..___ ... __. _ ..._ .. _ ........ , - ,••••"' E . - fi...s\s 1 1 i . y • ... • SUN STEEL BUILDINGS, INC. 0 I 9 i ' 2002 MORGAN ROAD WNW/SIDE, WASHINGTON 98944 509-837-7008 FRAME DESIGN A PAGE 9 '..' DATE 6/ 3/2002 . TIME 07:31:39 . Z PROJECT: C01987 Steelcraft Hangar 2 0 4( • •X 1 • . L1J OC..- . . • - _ • • . .; • SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 0 2 0 • 6.25 .04 14.11 .10 2.50 -.59 1.60 .62 , 5 7.88 .41 16.04 .00 15.83 .00 -3.72 -1.39 -9.36 1,69 • •.93 -1.39 -4.71 1.69 8.16 -.70 . 5.34 .84 { 7.26 -.02 18.56 .01 3.38 -.61 1.79 .61 . 6 11.1_ 2.25 12.27 -.09 11.96 -.10 -.86 -1.40 -8.86 1.68 2.66 -1.42 -5.34 1.65 7.15 -.76 3.14 .78 3.90 -.07 15.84 -.08 3 .10 -.52 .80 .59 '`''m ti - F -, 7 14.50 4.42 1.31 -.19 .92 -.19 5.03 -1.40. -5.34 1.67 � 4* 5.32 -1.46 -5.05 1.62 3.10 -.82 -2.08 .72 ' 4 ' -.13 5.95 -.17 1.63 -.64 -1.37 .58 4'i,,... - 3.8 3 .13 *' +: ,∎.. , % e ...: ,... fig . 8 17.81 6.59 -16.81 -.28 -17.30 -.28 13.94 -1.41 1.20 1.664 1 8.90 -1.49 -3.84 1.58 -3.97 -.88 -10.34 .65 -15.94 -.18 -11.13 -.27 -1.01 -65 -4.71 .56x.1 `{ ,•, L vz 9 21.12 8.76 -42.12 -.37 -42.70 -.37 25.88 -1.42 10.77 1.65 ' '' 1 13.39 -1.53 -1.71 1.55 -14.07 -.95 -21.62 .59 " -32.41 -.24 -35.37 -.36 -4.84 -.67 -9.23 .54 } '�. :... ,. .. .... .u..., ..., ... .. L. lw. ..._.n_.. »w...nMl.lClf.av pl:h4`!)ppegM'rti .,.t. :.. ...... .kS .i.4_a..wn._N m,..u+vrv..✓v ... ............ ,.......urn.uWthh{ d �f. ► / .. • , - 4 , • • SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 0 C ) •� SUNNYSIDE, WASHINGTON 98944 < L 509- 837 -7008 FRAME DESIGN A PAGE 11 DATE 6/ 3/2002 • TIME 07:31:39 Z PROJECT: C01987 Steelcraft Hangar 2 . . . .Q • { H W 0C u -- � • -• • • • .,,...... •.. «.« ..,....w.,...,.....__ - -_ - .....,o-.n..4.v.•xn. .�..,...s.,wwe...•nrr.u.r_..... ° w ..w..•....ai�ie.u.u+•.....�. - �' r...«_,..._ • . ' SUN STEEL BUILDINGS, INC. O 2002 MORGAN ROAD { SUNNYSIDE, WASHINGTON 98944 . 509- 837 -7008 . FRAME DESIGN PAGE DATE 6/ 3/200e TIME 07:31 :39 PROJECT: C01987 Steelcraft Hangar 2 :f W PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 5 - 5 6 U ' j 0 0 ; LEFT FLANGE • RIGHT FLANGE ...N O PT J NO CB L /RT LD /AF CB L /RT LD /AF KL /RX KL /RY CM F'E u) LL 1 1.750 57.434 741.667 1.750 57.434 741.667 60.317 67.911 .850 41.045 tL 0 _ 2 1.750 57.434 741.667 1.750 57.434 741.667 60.317 67.911 .850 41.045 2 . - — ( --- - . - - - . ... .':.'. �• .. ..... .,. .i. n;,;.....t..:::::r.: �.';..: '.,I...v...•)aJUU.urr--' ........++.aay.Ih..VbM " ..... .. _.....n..G..J...nw.J . n.i MufM nHro•ue. .+r— ...............a....iaw 5n .. ' ► - ' , . ■ �� ... . .. .. .. -... . ., ..,. .:.u,,:•.__,,..�.. ....... . .u.. 4riss,: , u'.rGei , +:.w..'+' •;a: » ••'x.,.,: wit:;r:.�7 - .broM+a+var.:ww. ..w.nMKRT.'�` . • - -- -- t . , ,( _ - - .. . •, : , r i AV:4:/gt x . Yr,y� G f h iFni VA i t Fr''. , ''',/ - ' <P.4 .-.L .,.',..., awr' �i ; .: ..�:.c :,..'.. `.: ., .. , . r.. ,...:, tr......Jd�:;:;;:'. •.;. a.: ✓' .. ..,._ wx+,carimeF . .41M .- vxa+...v.. .... .. .. .. .. .... ... a�rx•«.:.. o.....•+ w.. w......-.......,....._....._.... ..w....,.�.T...v...wnnb:Y lMkFAFR' . . ' — ( , ,. ,-....- — . . , . • . , .. ... • .... • . . ...........■ • - - . ' , . - ( .^.- - --- - ..-- • . ,. \ . . . ■ .- .. - -[' /' �' I . SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 0 3 3. SUNNYSIDE, WASHINGTON 98944 11 509 - 837 -7008 FRAME DESIGN PAGE-23 DATE 6/ 3/2002 1 TIME 07 :31:39 PROJECT: C01987 Steelcraft Hangar 2 Z f W MEMBER END TRANSLATIONS Q 5 LLLL U UQ LOADINGCONDITTON• END TRANSLATIONS co i . Co U.1 . ; MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ - ii.- i NO (IN) (IN) NO (IN) (IN) N i 4 1 D +L 4 .00 .11 6 -.02 .11 W ' - 4 2 D +L +Jck Bm 4 .00 .10 6 L.02 .10 . 4 3 D +W Cl 4 .00 1.54 6 .Oi 1.54 LL 4 4 D +W C1 Rev 4 " .00 -1.57 6 .01 -1.57 N (J ) ,, r I - �" . - - �.., ,,.v.,� • .: SUN STEEL BUILDINGS, INC. ` 2002 MORGAN ROA 0 3 4 SUNNYSIDE, WASHINGTON 98944 :.; 509- 837 -7008 . - . ".•......u. .r "..n.∎ •. :_.,w..c..4 �:.. ..r....+N wr . . . . ... . . .. ... ., .,,M .+va .. w , .. r . \. SUN STEEL BUILDINGS, INC. 1 2002 MORGAN ROAD O `! 5 ■ SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 • FRAME DESIGN A PAGE 25 5 2.500 .150 2.000 .150 2.000 W 6 2.500 .150 2.000 .150 2.000 O = 7 2.500 .150 2.000 .150 2.000 O 1-- Z . s I "`''{ ;F • j fa'4 n i 4,.,,,, , ,.. - t ;;? )., =.:f x.:7;1 , n t . ,. ;.... ... . . . ..... . .......<.,. v: r a, t. ,�roti6dury's •.,.. , • , ,....,a , ,• . . vr.. n. w.. r«.....,.,«.».. w,..,...... �....... .+.n.n+�wam'%nRik� • , , : I I - i . - -- - --,-- . . . • ** .... . \ ' 1 . ■ . • *1 : ' • .1. . SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD . SUNNYSIDE, . , WASHINGTON 98944 0 3 6 • 509-837-7008 • • , . . FRAME DESIGN PAGE 26 A t DATE 6/ 3/2002 . TIME 07:31:39 PROJECT: C01987 Steelcraft Hangar 2 Z < • . • i I— . , MEMBER MEMBER re alc I , TYPE NO. LENGTH WEIGHT 6 5 (FT) • (LB) _i 0 0 0 .. . 1 • CO LLI 1 16.53 294. LU I I 3 20.50 495. U) u_ -4 , 4 20.84 503. s s 1 5 . 16.55 295. , . g - - - 1 SUBTOTAL 1588. . U... < D 3 52 a . 3: 6 2.01 20. _W I 7 2.01 20. Z1... t : I_ O Z !— SUBTOTAL 40. LU uj 2 m 9 . . D Cl • 2 16.50 166. 0 U) 0 —s CI I— SUBTOTAL 166. TOTAL . 94.94 1794. I o 1-- — I— L I' 0 . , ,... DENSITY (LB/IN3) .2830 Z e 0 (I) I . 0 /— • Z s . . I I , • • \ i I . i . • . , . - • — . -.- 1/4, L , n :: F!'i',■ l''';'!,111 . Entr Y . ' ) •Yr tti•kt I . . . ..,.. t 12E4:m - . • 1 • . . , • 1 \ 7 • . •L ' ; S 1 ROAD osuni Sly 002 MORG W 98944 JOB NUMBER PAGE 0 3 7 (509) 839 -7000 3 U l ( 'v ( r ti 1 i fl,, FAX (509) 837-8064 ' SOLUTIONS + HIV I CI ; ENG INEtR DATE (T B) TRI BUTARY BAY: 9 Z WALL CONDITION: P . IV L L LINE(S) # ....34_11__ ! H W (LL) S /LIVE LOAD: 25 P5 F rt 2 (WL) WIND LOAD: 19 . ZA P 5F QQ JU (AL) AUX. LOAD: 3 PS P �l ° 1 (DL) DEAD LOAD: 11 •.. F 42- fl ' co C I,Z C3 1.Z 'Ncc JH i 1 2 to W 0 lam— 9 �o w 1 s g © 6 cn vii, i_ W Z C1 0+ e4 Z W W D p t/i ° to W W I 6 1 ll� Ilv ~� ,,�. LL. ° . �� Iii Z U N REACTIONS I _ ° I—. OUTSIDE FLANGE Z LOAD SUPPORT HORIZ. VERT. D +L I C) ILIO WGKIc D +L 5 0 A.78 . D +L 6 0 11.75 © I 2 v .z 4) \ D +L 0 tii D +W I •95 —207 , D +W 5 2 .59 —1.09 ) 9 D +W It •' 14 ' 9 —2.0 9 INSIDE FLANGE D +W 7' - •95 —1.05 USE ( ) V 4 �� Z A307 J -BOLTS 4 - 1 , t ' 4 ,. y .y� - s • i b� ';1 ; 410a 5 : : ; ‘: `'i • 1 , ' . R t x.. ...w..... . .. ----- . .....,..,--,,,,.,,,,...,...,. w• n.,».«....,.. t v we .... . _... ...,.,............,.,M.i..axc xm:)tF "4'�').ttttiPS4i;dita57k f j 5 l , - ,_ _ 1 ` ♦. Vert Offset 1 • 0 3 8 '+ < A > n Cl C A Harz Offset 1 ' -, omega /rho 2.8 " , H1 H2 Fr= 50 ksi } j' < > n / n ,I . B C3 4 i H3 H4 Q Y iLi re 2 . Base - 0 (n 0 U) W W= Required Bracing Force ------ ---- -- 2.3 k A Wind N u u. Base-- - ----- 14.00 ft 0 k B ui O Height 1 - -- 18.06 ft 2.3 k ' 2 Height 2 - -- 19.23 ft LL Q . Height 3 --- 11.00 ft k N a Height 4 --- 11.00 ft � _ Z1 Lengths of Cables: 4. Z O ' C1----- --- - -- 14.344 ft C3 — 17.029 ft D 0 C2---- ---- -- 14.875 ft C4- --- - -- 17.029 ft 8 w Tension in Cables: = W try �— u_ TC1- 2.538 k Use .25Cable iii Z`. I T --- - -- 2.632 k. Use .25 Cable Vertical Reactions U N I TC3-- - - - - --- 3.013 k Use .25 Cable 1.946 k . 0 H ' TC4- -- - - -- 3.013 k Use .25 Cable 1.946 k Z Required Strut Force: 2.477 k > . 1- E`' ( sr ? .,. 3 `p ?t ^1,i? l h� tf f,�tifir ., i 1, 7A. . • . t •:• f 4 ;;T i •r,.., . qL ._ . ..,.. , ' . .. ... _. ............u_:........ aa u. .t- -��.: 1J1.1uit.t. {y,•.; ., .. ., ., :,, , e <urv:.rl,tiuG3 ^,.t, ... ....., cwpu 421lrEG"ihK( _ 1 1 I - .-- . - -1. , c r --,- i .... • ,-- • , .. ,' , . . 4 • ' 039 ; ,.. < A > A • N ./' A Vert Offset 1 r i Cl • C2 Horz Offset 1 omega/rho 1.98 ,.. H1 H2 F= Y 50 ksi • <> A > < /A • :: • ' B , , q 2 1 H3 H4 z 1'3 1 ' 1 ...i ' 1••■ Z '.1 V V V V IV W sr. in i 0 Base . 6 5 _1 0 . . • 0 o , u) 0 il b co w ILI i Required Bracing Force ---- 2.29 k A — 0 k B Seismic —I 1— Base----- 14.00 ft , c22 u. w 0 X , Height 1-- 18.06 ft 2.29 k 2 , . Height 2--- 19.23 ft g 5 . u_ a Height 3--- 11.00 ft 1.156566 k co Height 4— 11.00 ft 1– w i z F- 0 Lengths of Cables: t– 0 z F— LU ui C1----- 14.344 ft 03----- 17.029 ft 0 2 D D 0 1 • C2--------- 14.875 ft C4---- 17.029 ft 0 1 OE i cu wo Tension in Cables: . I-- ...-- TC1---- 2.527 k Use .25 Cable . , • • I I 0 , Z i TC2---- 2.620 k Use .25 Cable Vertical Reactions iii 0 I . o • TC3--- 3.000 k Use .25 Cable 0.979 k F.. i I TC4--- 3.000 k Use .25 Cable 0.979 k I z 1 . [ I 0 Required Strut Force: 2.466 k • , 1 . . . lz - . -- ,.. I taLr9 '1. •*. `4%. .)% ' tif OfiC ; . . ' ti sv, h 7 ::774 17/ ZA : )J13 r . '''' f I . 1.4,....1' 4.1........ . . 1 ' 1 i [ , , _ ., _ -. '* N... . * * * * . * * * 04 0 L . 110 5 7C01987 Frms 1 18 111000 00 0.29000. HEAD CARD 1 1 30 112102 .0000 17.1807 .0000 .0000 .0000 .2684 MEMB DESC 2 2 43 112002 .0000 17.1807 .0000 .0000 .0000 .2684 MEMB DESC 3 3 70 000000 13.0737 .9835 • .0000 .0000 .2684 .0000 MEMB DESC 4 4 83 000000 - 13.0737 .9835 .0000 .0000 .2684 .0000 MEMB DESC 5 7 90 000002 8.0069 .5836 .0000 .0000 .0000 .'.0000 F MEMB DESC 6 8 93 , 000002 - 8.0069 .5836 .0000 .0000 .0000 .0000 MEMB DESC . 7 5 70 112002 .0000 18.1642 .0000 .0000 .0000 .3750 MEMB DESC Z 8 6 83 112002 .0000 18.1642 .0000 .0000 .0000 .3750 MEMB DESC = I-- • 910 30 222000 3.4167 .2847 .0000 .0000 .0000 1.4167 MEMB DESC F. Z 100000.0 43.000 1.000 100000.0 43.000 1.000 . BRACING 2 F- 100000 36.000 1.000 100000.0 ' 36.000 1.000 BRACING g J 1000000.0 34.948 1.000 1000000.0 34.948 1.000 BRACING UL .850 206.169 7.000 9.000 1.800 18.000 .850 BUCKLING AND CONSTRAINTS 3300 11100 0 50.0000 .0000 .0000 HEADER F., _ 1 25.4 25.440 1.100 25.4 22.219 1.100 BRACING a Z F- 1300000.0 43.250 1.000 1100000.0 86.500 1.000 BRACING Z 1- .850 157.334 7.000 9.000 1.800 18.000 .850 BUCKLING AND CONSTRAINTS W D uj 5300 11100 0 50.0000 .0000 .0000 HEADER D p 41.1 43.250 1.000 41.1 86.500 1.000 BRACING N 100000.0 43.250 1.000 100000.0 86.500 1.000 BRACING Of - 100000.0 43.250 1.000 1000000.0 55.250 1.000 BRACING 1/1 W 1000000.0 12.000 1.000 .0 .000 .000 BRACING }- U � F- .850 96.333 7.000 9.000 1.800 18.000 .850 • , BUCKLING AND CONSTRAINTS -- 0 7300 11100 0 .0000 .0000 .0000 HEADER W 1.0 89.000 1.000 1.0 89.000 • 1.000 • BRACING U = 100000.0 89.000 1.000 100000.0 89.000 1.000 BRACING 0 ~ • 100000.0 43.000 1.000 100000.0 43.000 1.000 BRACING Z 100000.0 36.000 1.000 100000.0 36.000 1.000 BRACING 1000000.0 49.970 1.000 1000000.0 49.970 1.000 BRACING 1 .850 217.970 7.000 9.000 1.800 18.000 .850 BUCKLING AND CONSTRAINTS 9300 11100 0 50.0000 .0000 .0000 HEADER .0 30.000 1.100 .0 30.000 1.100 BRACING , 1300000.0 30.000 1.000 1100000.0 30.000 1.000 BRACING • . I .850 41.000 7.000 9.000 1.800 18.000 .850 BUCKLING AND CONSTRAINTS • 1 2 D +L • 1100 .2880/ .0000 .0000 .0000 .0000 .0000 1 12 .0000 .0000 8.8200 .0000 .0000 .0000.- { 2 8 D +W C1 1 12 .0270✓ .0987 ✓ - 1.3200 .0000 .0000 .0000 Y 41 2 20 .0270./ .0617 ✓ .0000 .0000 .0000 .0000 = - 3 r i 3 30 -.1211e - .1481r .0000 .0000 .0000 .0000 � +:`� 5 50 -.1211 -.1481 .0000 .0000 .0000 .0000 4 40 -.1211 .1481 .0000 .0000 .0000 .0000 '+ 6 60 -.1211 .1481 .0000 .0000 .0000 .0000 " a• 'ts 4P,t , 9 90 -.1211 -.1481 .0000 .0000 .0000 .0000 , e' ", ' • { 10100 -.1211 .1481 .0000 .0000 .0000 .0000 j ' ., , , 3 8 , D +W C1 Rev i r� a 1 12 .0270 -.0617 - 1.8900 .0000 .0000 .0000 �� .' 2 20 .0270 -.0987 .0000 .0000 .0000 .0000 ' . + t ..r. . 3 30 -.1211 -.1481 .0000 .0000 .0000 .0000 i ''d; ; 5 50 -.1211 -.1481 .0000 .0000 .0000. .0000 f:. 4tt.,a w t•I r. ,.•' , i. i tr." \ 'r . rG l;.rt<,. •t n _n*..,__ c ,� '�igfJ.;OM •r • , __.._ .• • ., 4,40'. -.1211 .1481 .0000 .0000 .0000 .0000 6 60 -.1211 .1481 .0000 .0000 .0000 .0000 9 90 ' -.1211 -.1481 .0000 .0000 .0000 .0000 10100 -.1211 .1481 .0000 .0000 .0000 .0000 4 8 D +.5L +W Cl 1 12 .1114 .0987 .8400 .0000 .0000 .0000 2 20 .1114 .0617 .0000 .0000 .0000 .0000 . 3 30 -.0367 -.1481 .0000 .0000 .0000 .0000 ' 7 5 50 -.0367 -.1481 .0000 .0000 .0000 .0000 Z 4 40 -.0367 .1481 .0000 .0000 .0000 .0000 , 1 I- 6 60 -.0367 .1481 .0000 .0000 .0000 .0000 • Z UJ i 9 90 -.0367 -.1481 .0000 .0000 .0000 .0000 oc ' W 10100 -.0367 .1481 .0000 .0000 .0000 .0000 J U 5 8 D +.SL +W Cl Rev- 0 0 , Y 1 12 .1114 -.0617 .2600 .0000 .0000 .0000 U) p OW ': 2 20 .1114 -.0987 .0000 .0000 .0000 .0000 J = F g 3 30 -.0367 -.1481 .0000 .0000 .0000 .0000 CO U. 1 ; 5 50 -.0367 -.1481 .0000 .0000 .0000 .0000 W uj 0 1 4 40 -.0367 .1481 .0000 .0000 .0000 .0000 6 60 -.0367 .1481 .0000 .0000 .0000 .0000 Q 9 90 -.0367 -.1481 .0000 .0000 .0000 .0000 (q D 10100 -.0367 .1481 .0000 .0000 .0000 .0000 H W • 6 6 8 D +L +.5W Cl Z H 1 12 .1958 .0494 4.7300 .0000 .0000 .0000 t F- O 2 20 .1958 .0308 .0000 .0000 .0000 .0000 Z - Ili 3 30 .1217 -.0740 .0000 .0000 .0000 .0000 2 j 5 50 .1217 -.0740 .0000 .0000 .0000 .0000 U C ; 4 40 .1217 .0740 .0000 .0000 .0000 .0000 0 H '. 6 60 .1217 .0740 .0000 .0000 .0000 .0000 W 9 90 .1217 -.0740 .0000 .0000 .0000 .0000 3:0 10100 .1217 .0740 .0000 .0000 .0000 .0000 F. F - 7 8 D +L +.5W Cl Rev - 0 Z 1 12 .1958 -.0308 4.4400 .0000 .0000 .0000 U 0) 2 20 .1958 -.0494 .0000 .0000 .0000 .0000 I. • 3 30 .1217 -.0740 .0000 .0000 .0000 .0000 0 ' Z 5 50 .1217 -.0740 .0000 .0000 .0000 . .0000 4 40 .1217 .0740 .0000 .0000 .0000 .0000 6 60 .1217 .0740 .0000 .0000 .0000 .0000 9 90 .1217 -.0740 .0000 .0000 .0000 .0000 1 ( 10100 .1217 .0740 .0000 .0000 .0000 .0000 • NO ERRORS WERE DETECTED IN YOUR INPUT ' * * * * * * * * * . SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 • 509- 837 -7008 . GENERAL GEOMETRY PAGE 1 ;,.... ( DATE 5/23/200 F ' TIME 15:15:24 ' ' b7 PROJECT: C01987 Frms 1 18 • PROJECTION I N I T I A L E N D F I N A L E N D 4 a' w MEMBER LENGTH r . ( NO (FT) HRZNT VRTCL OT NO. X COORD. Y COORD. JT NO X COORD. Y COORD. 1 i' '3? ( 1 17.18 .00 17.18 1 .00 .00 3 .00, 17.18 11,44 ' ..i ' 2 17.18 .00 17.18 2 42.16 .00 4 42.16 17.18 ; 3 13.11 13.07 .98 3 .00 17.18 7 13.07 18.16 i .r'4` 4 13.11 -13.07 .98 4 42.16 17.18 8 29.09 18.16 *�` 5 8.03 8.01 .58 7 13.07 18.16 9 21.08 18.75 ` Pitt 4 ' AA :nu .rNt 1 , r - ‘,.4r ■ R • {.1 • 6 ' 8.03 -8.01 .58 8 29.09 18.16 9 21.08 18.75 -', ' 7 18.16 . .00 18.16 5 13.07 .00 7 13.07 18.16 0 4 2 8 18.16 .00 • 18.16 6 29.09 .00 8 29.09 18.16 9 3.43 3.42 .28 10. -3.42 16.90 3 .00 17.18 . 10 3.43 -3.42' .28 11 45.58 16.90 4 42.16 17.18 . 1 • g y { MINIMUM JOINT COORDINATE -3.42 .00 0. MAXIMUM JOINT COORDINATE 45.58 18.75 Z • 4 1 Z ■ 1 J U ' • 0 0 CO 0 C3 I J1.- • LL, '; W o • • :J _ Q N d I . F- 1- O • Z 1- U0 • :O =, 0H ', W W . H U 1 s W O 1 Z al U =. f O ~` . � Z f 1 3 { I I i 1 1 1 1 } N °f C•'!'3 t W2°. �y; 1 •. > .... .. ... ,.:, •. l; • 1::. , : • , .; t .,..._ , ,... .. ... •...., .. . , e+ edrr«ww,w............,..,,.,. _,..,.,«..xY.ewoalrtvJ'1+ aa.`.r..n • . ■ . :: 6 043 ? SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD ' 9 SUNNYSIDE, WASHINGTON 98944 . 509- 837 -7008 'I FRAME DESIGN 8 PAGE 1 r DATE 5/23/2002 TIME 15:15:25 Z I I PROJECT: C01987 Frms 1 18 , 1 Z 1 i l u d go M STRESS ANALYSIS FOR MEMBERS: 1 - 2 J U 0 to 0 LEFT EXTREMITY RIGHT EXTREMITY WEB , .WW' ■ W H PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR N LL . NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO 11.1() (KSI) • (KSI) (KSI) (KSI) (KSI) (KSI), (KSI) (KSI) 2 FE 1 3.75 13.33 .00 30.00' .281 3.75 • 13.33 .00 30.00 .281 .033 LL Q. 2 3.75 13.33 .00 30.00 .281 3.75 13.33 '.00 30.00 .281 .022 CO d 3 3.75 13.33 .00 30.00 .281 3.75 13.33 .00 • 30.00 .281 .011 H W 4 .16 22.04 5.59 30.00 .192 -.80 30.00 -5.59 30.00 .213 .001 = Z F . 5 3.75 22.04 .00 30.00 .170 -.80 30.00 -5.05 31.89 .185 .b10 1....() . 6 3.75 22.04 .00 30.00 .170 3.75 22.04 .00 30.00 .170 .021 W ~ 7 3.75 22.04 .00 30.00 .170 3.75 22.04 •.00 30.00 .170 .032 2 O ' U PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 1 - 2 WW AXIS X -X AXIS Y -Y I - U' 1 � O • SECTION A D BF TF TW I S R I • " S R RT FY Z (IN2) (IN) (IN) (IN) (IN) (IN4) (IN3) (IN) (IN4) (IN3) (IN) (IN) (KSI) U N ' 08W10 2.96 7.89 3.940 .205 .170 30.8 7.81 3.22 2.09 1.06 .841 .990 50.0 0 I Z , i . { '- i c ,,, fir.t.,}it? °.• , • ., • M FrVJMa1M1�nMMO+R.n »w'.Mw+ . .A.YRMk*6 [.}4(y� � , ' :.,,,,,,,, , ,,,,,..4„ :, 1 . 1 A Plari ,) .. .,... t.... ........._..... �.< i:'...:.:..............._+.. ..u...' «+:,r:.::._a::..i..::... ,. n:,++wv.w,..r .......e,...» v«.... . .......w. .... ...z •..s«.+x...u.w ...._ . . • ,` ' SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD O ' SUNNYSIDE, WASHINGTON 98944 509 - 837 -7008 . FRAME DESIGN PAGE 2 ' 8 DATE 5/23/2002 . TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z 8C W , 1 , - r - ' •• .. ... f .,.� ,��, . .+ • r f •: SUN STEEL BUILDINGS, INC. 0 4,14 r , „.„,,,,,..... u.. ..r«w.• wa u- '''+''''''nfAtYR... b1tY """4Y'"'''"r",'",q....... -s.. . ..- . .. ..-- -',•n*0" . ' Cr- - - • •� SUN STEEL BUILDINGS, INC. 0 46 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 • ' 509 - 837 -7008 FRAME DESIGN PAGE 4 F DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z • H W STRESS ANALYSIS FOR MEMBERS: 3 - 4 W . JU LE FT EXT.REM I TY RIGHT EXTREMITY WEB UO U 0 co w PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR J H NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO N a. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) LLI } .1 .03 24.54 -2.06 31.89 .063 .03 24.54, 2.06 • 31.89 .066 .048 2 F - 2 .01 24.13 1.34 30.00' .045- .01 24.13 -1.34 30.00 .044 .019 U. Q ' 3 -.01 30.00 1.83 • 30.00 .061 -.01 30.00 -1.83 30.00 .061 .010 Cl) d 4 .25 24.13 .59 30.00 .028 -.03 30.00 .68 20.86 .032 .039 H W 5 -.04 30.00 -6.03 30.00 .202 -.04 30.00 6.03 20.86 .288 .068 = Z1.- 6 -.06 30.00 -14.28 30.00 .478 -.06 30.00 14.28 20.86 .682 .1197 1-0 Z I- Ili I PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 3 - 4 j Q U AXIS X -X AXIS Y -Y O ! 0 1-- I W j SECTION A D BF TF TW I S R I S R RT FY Z w • (IN2) (IN) (IN) (IN) (IN) (IN4) (IN3) (IN) (IN4) ( (IN) (IN) (KSI) 1 08W10 2.96 7.89 3.940 .205 .170 30.8 7.81 3.22 2.09 '1.06 .841 .990 50.0 Z • { 0 H H 0 • Z • . 4 1 it. TTl . ); N,, I 1 E va , p t ; ' .. ,,, .._,..«,._ ,.,...,..,._..._ .... _.....,.. •.,....._Wt....�.r,.......,... . ..t.. H..,, ......., ..., , . ,:r3r<.t . , �ew+ + �w«.w„ �M., w .....,..,...,,M..x�.,.skva�a+�. j }.:i� ) • " SUN STEEL BUILDINGS, INC. 0 4 7 2002 MORGAN ROAD i SUNNYSIDE, WASHINGTON 98944 • • 509 -837 -7008 a ' FRAME DESIGN PAGE _5 DATE 5/23/2002 . TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z T ■ 1� W ■ : PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 3 - 4 -J 5 LEFT FLANGE RIGHT FLANGE 0 U O { POINT UNBR UNBR - CO NO LOCATION LGTH CB L /RT LD /AF LGTH CB L /RT LD /AF KL /RY KL /RX CM F'E = J F- (FT) (IN) (IN) (KSI) CO U W O ` ! PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 3 - 4 , g 1 .27 25.44 1.100 25.70 248.51 22.22 1.100 22.44 217.05 26.42 48.86 • .850 62.55 LL. j 2 2.84 43.25 1.000 43.69 422.49 86.50 1.000 87.37 844.97 51.43 48.86 .850 62.55 CO a 3 5.41 43.25 1.000 43.69 4 86.50 1.000 87.37 844.97 51.43 48.86 .850 62.55 W . 4 7.97 43.25 1.000 43.69 422.49 86.50 1.000 87.37 844.97 51.43 48.86 .850 62.55 • z H 5 10.54 43.25 1.000 43.69 422.49 86.50 1.000 87.37 844.97 51.43 48.86 .850 462.55 Z O ' 6 13.11 43.25 1.000 43.69 422.49 86.50 1.000 87.37 844.97 51.43 48.86 .850 62.55 W aj O V (0 Q I = • H _ , -.. - O , .. ' U N , z I . i r - I . 7 ' . rcr :•may ti i t T r e , .reK,. •X't,ii c if i aj .,.;i r' ,,, .. . ,. . ♦ .i tv ..:4:.'t):sf,Qtie'nA.L:.uF: .'hbllM!Ib' b NN b71d%�i4':':....i.il' I1 . Ss • ' SUN STEEL BUILDINGS, INC. . 0 1 2002 MORGAN ROAD 0 8 ' SUNNYSIDE, WASHINGTON 98944 ' 509- 837 -7008 FRAME DESIGN PAGE 6 DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z H W MEMBER FORCES FOR MEMBERS: 3 - 4 Q _( - - _ -•_ -• - - ■ % . - .... s . r • • . , ,„ .., ■ . fiaM44.. ' ' ) i . • SUN STEEL BUILDINGS, INC. . 4. 2002 MORGAN ROAD , .; . SUNNYSIDE, WASHINGTON 98944 ' 050 • 509-837-7008 . .'4 :“ ,, FRAME DESIGN PAGE 8 . , , A DATE 5/23/2002 , - .1 TIME 15:15:25 i . . PROJECT: C01987 Frms 1 18 Z ' k ;1 UJ i PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 5 - 6 0Cm= dz 1 4■ tt ).: Ailt17 ILL.540.12 . . 4 I ik-,,,po r , ,. k , ,... ,,, ,.. .„ n,.....".„.............00. 1 . 1 , -.16 .59 .31 -.37 .21 .32 .56 .04 \ -.12 -.80 -.32 .58 .04 -.79 -.16 .59 .29 -.37 .19 .31 5 8.03 .06 .00 .00 .00 -.80 .00 .57 .00 -.80 .00 .57 .00 -.40 .00 .29 .00 .00 .00 -.80 .00 .57 .00 -.80 .00 .57 \i. . ili .__ ( . 1a , ,:: . .00 -.40 .00 .29 ,, F yi �'�dfi #P+j�,1 . i ':4 ;;71 1. 1 . . r 77 j H ps ,gw w.. ,- ,,.- .r. may .w.... . .... ....., ...•***•• r•"'''"".w ar n.w •, ._. _...._._.......,,,...wwuKwNolo9mmomeo . .. 1 ` . , . , - ■ SUN STEEL BUILDINGS, INC. • 2002 MORGAN ROAD C . SUNNYSIDE, WASHINGTON 98944 0 5 509 - 837 -7008 FRAME DESIGN PAGE 10 : DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z STRESS ANALYSIS FOR MEMBERS: 7 - 8 W i LEFT EXT.REM I TY RIGHT EXTREMITY WEB 00 N CI Z W PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR • NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO U) u. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) W 0 1 1.61 12.23 .00 21.60 .132 1.61 12.23, .00 17.15 .132 .000 2 2 1.61 12.23 .00 21.60' .132 1.61 12.23 .00 17.15 .132 .000 U- Q • 3 1.61 12.23 .00 21.60 .132 1.61 12.23 .00 17.15 .132 .000 U) 4 1.61 16.68 .00 23.48 .097 1.61 16.68 .00 23.48 ,.097 .000 Z W 5 1.61 16.68 • .00 23.48 .097 1.61 16.68 .00 23.48 .097 .000 F.. _ Z p- 6. 1.61 16.68 .00 21.60 .097 1.61 16.68 .00 21.60 .097 .a00 F - 7 1.61 16.68 .00 21.60 .097 1.61 16.68 .00 21.60 .097 .000 Z H-. LULU PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 7 - 8 U 0 O == AXIS X -X AXIS Y -Y 0 ! W W SECTION A D BF TF TW I S R I ..g.." R RT FY I- � ; (IN2) (IN) (IN) (IN) (IN) (IN4) (IN3) (IN) (IN4) (IN3) (IN) (IN) (KSI) Z 08W10 2.96 7.89 3.940 .205 .170 30.8 7.81 3.22 2.09 1.06 .841 .990 36.0 W U) b F- . z f � L Yiz a !"{ Spa '; j . 1 is IT. a , 4 .., a , j} .. .. .. ..._ , . I • . SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 0 5 3 SUNNYSIDE, WASHINGTON 98944 `J J 509 - 837 -7008 FRAME DESIGN PAGE 11 F DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z • } PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 7 - 8 L LEFT FLANGE RIGHT FLANGE g J U U O POINT UNBR UNBR CO W NO LOCATION LGTH CB L /RT LD /AF LGTH CB L /RT LD /AF KI, /RY KL /RX CM F'E . J �. (Fr) (IN) (IN) (KSI) CO u. W PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 7 - 8 2 1 .00 89.00 1.000 89.90'869.39 89.00 1.000 89.90 869.39 105.83 67.69 .850 32.59 g Q 2 2.96 89.00 1.000 89.90 869.39 89.00 1.000 89.90 869.39 105.83 67.69 .850 32.59 W 3 5.93 89.00 1.000 89.90 869.39 89.00 1.000 89.90 869.39 105.83 67.69 .850 32.59 = W 4 8.89 43.00 1.000 43.43 420.04 43.00 1.000 43.43 420.04 51.13 67.69 .850 32.59 Z 5 11.86 36.00 1.000 36.36 351.67 36.00 1.000 36.36 351.67 42.81 67.69 .850 '32.59 H. 6 14.82 49.97 1.000 50.48 488.13 49.97 1.000 50.48 488.13 59.42 67.69 .850 32.59 Z 0 j 7 17.79 49.97 1.000 50.48 488.13 49.97 1.000 50.48 488.13 59.42 67.69 .850 32.59 LL! ? C) O I - W W . U • LJJ O �' • ;;;i:; EikA Z � 1 I • 1 • 1 . _ • " SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 054 SUNNYSIDE, WASHINGTON 98944 ' 509- 837 -7008 FRAME DESIGN PAGE 12 • DATE 5/23/2002 { TIME 15:15:25 PROJECT: C01987 Frms 1 18 .I- MEMBER FORCES FOR MEMBERS: 7 - 8 6 W D ABSOLUTE MOMENTS AND AXIAL FORCES 0 POINT MAXIMUM Cl) 0 COW NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL U.13: . } (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) U) W 1 D +L D +W Cl D +W Cl Rev D +.5L +W Cl W O. D +.5L +W C1 Rev D +L +.SW Cl , D +L +.5W Cl Rev D +L 2 } D +W Cl D +W Cl Rev D+.5L+W Cl 4 D +.5L +W Cl Rev g J . D +L +.5W Cl D +L +.5W Cl Rev j 7 7 7 7 7 7 7 7 = 7 7 7 7 7 7 8 8 Z I I 8 8 8 8 8 8 ' 8 F- I 8 .8 8 8 i- Z . • 1 .00 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 W ? ' .00 -.69 .00 2.06 .00 1.98 .00 4.75 n 0 j o .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 ' N . 00 2.05 . 00 1.97 CI I"' { 2 2.96 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 W W .00 -.69 .00 2.06 .00 1.2,8 .00 4.75 1-- N - !• O .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 Z .00 2.05 .00 1.97 W c o j 3 5.93 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 H = ‘ .00 -.69 .00 2.06 .00 1.98 .00 4.75 0 • .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 Z .00 2.05 .00 1.97 4 8.89 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 .00 -.69 .00 2.06 .00 1.98 .00 4.75 ' k .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 .00 2.05 .00 1.97 5 11.86 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 ` .00 -.69 .00 2.06 .00 1.98 .00 4.'75 ' .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 .00 2.05 .00 1.97 . 6 14.82 .00:::..-- .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 .00 -.69 .00 2.06 .00 1.98 .00 4.75 .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 ; ;r,,;•. .00 2.05 .00 1.97 , i ; 2 1 ' 7 17.79 .00 .00 4.78 .00 -1.92 .00 -2.09 .00 -.52 R ?kk .00 -.69 .00 2.06 .00 1.98 .00 4.75 1:113il .00 -1.92 .00 -2.08 .00 -.53 .00 -.69 / "4 . 00 2.05 .00 1.97 ''C �r . i �� c.J .. ti t ,..e i 1 t - i - -k.Cr - - �- •Y sk N /1 SUN STEEL BUILDINGS, INC. # - 2002 MORGAN ROAD ' SUNNYSIDE, WASHINGTON 98944 O 5 5 • 509- 837 -7008 1 FRAME DESIGN PAGE 13 ` DATE 5/23/2002 TIME,15:15:25 I PROJECT: C01987 Frms 1 18 Z 1 � . Z STRESS ANALYSIS FOR MEMBERS: 9 - 10 Or � . QQ 15 J U LEFT EXT.REMITY RIGHT EXTREMITY WEB 00 . N0 .. PT AXIAL STRESS .. BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR Ui = I NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO CO ~ (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) W O 1 .00 .26.42 .00 31.89 .000 .00 26.42, .00 31.89 .000 .000 2 2 -.02 30.00 -.89 31.89' .028 -.02 30.00 .89 31.89 .027 .023 g J 11. < PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 9 - 10 d I Ill AXIS X -X AXIS Y -Y ' Z F- Z I— ' SECTION A D BF TF TW I S R I S R RT FY Ili uj (IN2) (IN) (IN) (IN) (IN) (IN4) (IN3) (IN) (IN4) (IN3) (IN) (IN) (KSI) U 0 08W10 2.96 7.89 3.940 .205 .170 30.8 7.81 3.22 2.09 1.06 .841 .990 50.0 0 N O H W W - _ .e'' u- p LLI Z U - - _ 0� .. Z i . • ‘ . • • • ■ . r, ft qq // . :1 u. f.(% .w • J ��ni j r,�1. { ".' ^YU < i1 , „ . .. .. ...,a, ,...._"" .......�....... .. aularMntsnYr�att ,. .... .., ......SYuAwa • aNrwwxwr».,»,........... .._,..m.,.w,.,c5enzraurnMfRR� ., . .. • - y , . J. i4:'�� • '✓Y: -r••_. _... __ . - - ++.bu[fwt.a)..7M:+. - u.:I.IfLilJ(WaY.....- ...a4�... t/ ..•.�.•. . � yr 4 j~ 4 'f ' • frf�:11rY1Y SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 0 5 7 :: ', SUNNYSIDE, WASHINGTON 98944 • s a 509 -837 -7008 . , . FRAME DESIGN PAGE -15 A DATE 5 /23/200 TIME 15:15:25 Z ' PROJECT: C01987 Frms 1 18 \ • f- Z i FORCES ACTING ON SUPPORTS 6 0 0 0. LOADING CONDITION ' . 0) p , ' In W • J = SUPPORT HORIZONTAL VERTICAL MOMENT N ' • NO D E S C R I P T I O N NO (KIPS (KIPS) (K -FT) • . 0 W 1 D +L 1 .00 11.10 .00 H- 3 D +W Cl Rev 1 -.53 -2.77 .00 0 H' • i Z i 3 D +W Cl Rev • 2 -.85 -.88 .00 • j 3 D +W Cl Rev 3 -1.38 .00 .00 3 D +W Cl Rev 5 .00 -2.09 .00 • 3 D+W Cl Rev 6 .00 -2.08 .00 TOTAL FORCES ACTING -2.76 -7.82 . • TOTAL FORCES APPLIED -2.76 -7.82 • . .4 D +.5L +W Cl 1 .85 .46 .00 4 D +.SL +W Cl 2 .53 -.37 .00 ' 4 D +.5L +W Cl 3 1.38 .00 .00 4 D +.5L +W Cl 5 .00 -.52 .00 4 D +.5L +W Cl 6 .0Q - -.53 .00 TOTAL FORCES ACTING 2.76 -.96 ' TOTAL FORCES APPLIED 2.76 -.96 (:,--ry) Ea 5 D +.5L +W C1 Rev 1 -.53 .05 .00 5 D +. 5L +W Cl Rev 2 -.85 - . 21 .00 ' 441 10 , 5 D +, 5L +W Cl Rev 3 -1.38 .00 .00 ti Sy. 5 D +.SL +W Cl Rev 5 .00 -.69 .00 t Et;,,,' • 1 ' Imo 1 vi '7 r.'�� • w.....w:.e. - .w....a ...,.,. . ..._....e.-..,..r/.,;,.41: 4....,,,. ` 04,04.01nb ..asae Fapii .; tC•4.+4 .:Y. -' - - '- - , ''ISY,40r*'. , . '5)1. -'1 • ' SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD O 5 • SUNNYSIDE, WASHINGTON 98944 a r 509 - 837 -7008 FRAME DESIGN PAGE.16 DATE 5/23/2004 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z = Z ,i.. W It 7 D +L +.5W Cl Rev 5 .00 1.98 .00 U = , 7 D +L +.5W Cl Rev 6 .00 1.97 .00 0 E'"• • TOTAL FORCES ACTING -1.38 10.40 Z ... TOTAL FORCES APPLIED -1.38 10.40 , { 4, i r" ', L- ‘?- 4 P L. . F.. .. •.. . -.5. . n vv nfx.. tt.Ji' "a+' H.fl., rv.. ... r x .. ... .. .. ...f.`ire :u -. ... ,nM+•W,..r.r....s..r '4MF5Yt ,. :Sk :" i , , i �,‘� . , _ . • $ ` r SUN STEEL BUILDINGS, INC. • 2002 MORGAN ROAD 059 SUNNYSIDE, WASHINGTON 98944 ' 509 - 837 -7008 FRAME DESIGN PAGE 17 DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 Z i�Z W ' EXTERNAL MEMBER LOADS Q UNIFORMLY W = JU LOADING CONDITION DISTRIBUTED LOADS C O N C E N T R A T E D LOADS U Op MEMBER N W NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT - 1 (K /FT) (K /FT) (FT) (KIPS) (KIPS) (K -FT) U) U 1 D +L 1 .000 .000 W O r 1 D +L 2 .000 .000 g 73 1 D +L 3 .288 .000 ' LL Q 1 D+L 4 .288 .000 co 1 D +L • 5 .288 .000 H W 1 D +L 6 .288 .000 Z _ H , 1 D +L 7 .000 .000 O 1 D +L 8 .000 .000 W ~ 1 D +L 9 .288 .000 2 m { 1 D +L 10 .288 .000 U N 2 D +W C1 1. .000 .099 2 D +W Cl 2 .000 .062 - W W 2 D +W C1 3 -.121. - .148 II - 0, 2 D +W Cl 4 -.121 .148 Ll, H • 2 D +W Cl 5 -.121 -.148 Z 2 2 D +W Cl 6 -.121 .148 U 2 D +W Cl 9 -.121 -.148 ~O � : 2 D+W Cl 10 -.121 .148 Z 3 D +W Cl Rev 1 .000 -.062 ' 3 D +W Cl Rev 2 .000 -.099 3 D +W C1 Rev 3 -.121 -.148 3 D +W C1 Rev 4 -.121 .148 1, 3 D +W Cl Rev 5 -.121 -.148 3 D +W Cl Rev 6 -.121 .148 , 3 D +W Cl Rev 9 -.121 -.148 • 3 D +W Cl Rev 10 -.121 .148 4 D +.5L +W Cl 1 .000 .099 , 4 D +.5L +W C1 2 .000 • .062 , 4 D +.5L +W Cl 3 -.037 -..148 4 D +.SL +W Cl 4 -.037 .f48 4 D+.5L+W Cl 5 -.037 -.148 + � • : `` - - c, 4 D+.5L+W Cl 6 - .037 .148 ," " r 4 D+.5L+W Cl 9 -.037 -.148 � ,,,7§".,, 4 D +.5L +W C1 10 -.037 .148 1 ,1 . 5 D+.5L+W Cl Rev 1 .000 - .062 ` �. : 4 5 D +.SL +W Cl Rev 2 .000 .099 • . ` >} ;f 5 , Y. a !, . C Y.f .., .,,..,4.• r , .,<.a::..;1 °,:,�:.c+xvLtib. ..... .. .i : ... .. .. .. .. .•,n., .,.4,. .. .�rw• , 1 ' 1 • , ■ N .. ( . tc. ktn_ 1" WRL1.1. Le 9 . 0b: .i.1 i.LP.:11{nailghi.3414.7C+: zYlriAli:.iaS$.'iii'•:•t + r• t • '' " . 1 3.4 :!:i: S:It' ... .4:LU.' .:,;; ' .. ' ' •. •n . .:- .. , ., • •.. .... • s4. f K .. .. ...,« .., ... .. ,{ . .t. . 4 SUN STEEL BUILDINGS, INC. } 1• 2002 MORGAN ROAD 0 6 0 SUNNYSIDE, WASHINGTON 98944 509 -837 -7008 1 FRAME DESIGN - PAGE '18 • DATE 5/23/2002 TIME 15:15:25 • PROJECT: C01987 Frms 1 18 ■ Z • 1 Z EXTERNAL MEMBER LOADS re m . • UNIFORMLY U O LOADING CONDITION . DISTRIBUTED LOADS C O N C E N T R A T E D LOADS U) 0 MEMBER W = NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT N (K /FT) (K /FT) (FT) • (KIPS) (KIPS) (K -FT) W O 5 D +.SL +W Cl Rev 3 -.037 -.148 g -, 5 D +.5L +W Cl Rev 4 -.037 .148 , 5 D +.5L +W Cl Rev 5 ' -.037, -.148 u- Q 5 D +.5L +W Cl Rev 6 -.037 .148 = C! { 5 D +.5L +W C1 Rev 9 -.037 -.148 • h - _ 5 • ' D +.5L +W Cl Rev 10 -.037 .148 Z 1 - 6 D +L +.5W Cl 1 .000 .049 Z g ' 6 D +L +.5W Cl 2 .000 .031 W W . 6. D+L+.5W Cl 3 .122 -.074 j C 6 D+L+.5W Cl 4 .122 .074 CO 6 D +L +.5W Cl 5 .122 -.074 O H- 6 D +L +.5W Cl 6 .122 .074 W W 6 D +L +.5W Cl 9 .122 -.074 F- H. 6 D +L +.5W Cl 10 .122 .074 - 0 7 • D+L +.5W Cl Rev 1 .000 -.031 uj Z 7. D+L+.5W Cl Rev 2 .000 -.049 .. = , 7 D+L+.5W Cl Rev 3 .122 -.074 0 H. • 7 D+L+.5W Cl Rev 4 .122 .074 Z 7 D +L +.5W Cl Rev 5 .122 -.074 • 7. D+L+.5W Cl Rev 6 .122 .074 7 • D+L+.5W Cl Rev 9 .122 -.074 7 D +L +.SW Cl Rev 10 .122 .074 1 • 'j;Y:s N ui I .4fi. d e . 479,7 1 71 4 47' • r1 StiV a <r� J • M b..... ....news e«rne»,�at� 1 ; . ---- • 2' 7 D +L +.SW Cl Rev 2 .00 .00 4 .00 .03,.. . �` Z '' 3 1 D +L 3 -.03 .00 7 -.01 .00 • . 3' • 2 D +W • Cl 3 .01 .00 7 .00 .00 h.. X. ' 3 • 3 D +W Cl Rev 3 .01 .00 7 .01 .00 O Z 3 4 D +.SL +W Cl 3 .00 .00 7 • .00 .00 • : .3 5 D +.5L +W C1 Rev 3 .00 .00 7 '.00 .00 . { 3 6 D +L +.5W C1 3 -.01 .00 7 -.01 .00 1 3 7 D +L +.SW Cl Rev 3 -.01 .00 7 -.01 .00 , 4 1 D +L 4 -.01 .08 8 -.01 .08 • ` { • 4 2 • D +W Cl 4 .00 -.02 8 .00 -.02 • .4 3 D +W Cl Rev 4 .00 -.04 8 :01 -.04 . • 4 4 D +.5L +W Cl 4 .00 .00 8 .00 .00 ' 4 5 • D +.5L +W C1 Rev 4 .00 -.02 8 .00 -.02 4 6 D +L +.5W Cl 4 .00 .04 8 -.01 .04 4 7 D +L +.5W Cl Rev 4 .00 .03 8 .00 .03 . 5. 1 D +L 7 -.01 .00 - -.56 .04 5 2 D +W Cl 7 .00 .00 9 .19 -.01 - T: , i 5 3 D +W Cl Rev 7 .01 .00 9 .28 -.02 ) RA t. ■ 5 4 D +.5L +W Cl. 7 .00 .00 9 .02 .00 • ..WW 5 5 D +.5L +W Cl•Rev 7 ..00 .00 9 .11 -.01 , 5 6 D +L +.5W C1 7 -.01 .00 9 -.26 .02 `^. M a 5 7 D +L +.5W Cl Rev 7 -.01 .00 9 -.22 .01 • 6 1 D +L 8 -.01 .08 9 -.56 .04 4,' . ANZNPFtex } 1 • .i. .J .D �5� t u • "�)�pµ+• i� a k 19, g ^a i { Ai;j!� ' • .. .... . i .. , ..,......,. ... u..,... .. .•......... w«,.,..,....... .....,...,.•..w.....z.•.,...... MwPwwit F` i!'�{• . - - - - .;- -- ._ . • • • . • .. • • r' . t • I. ,i4 .: , SUN STEEL BUILDINGS, INC. i 2002 MORGAN ROAD . 0 6 3 • SUNNYSIDE, WASHINGTON 98944 509 - 837 -7008 - FRAME DESIGN PAGE - 21 DATE 5/23/2002 . TIME 15:15:25 . Z PROJECT: C01987 Frme 1 18 • = F, H W l 8 2 D +W Cl 6 . 00 . 00 8 .00 -.02 W 0 8 3 D +W Cl Rev 6 .00 .00 8 .01 -.04 . H Z' 8 4 D +.5L +W Cl . 6 .00 .00 8 .00 .00 Z 0 1- • 8 5 D +.5L +W Cl Rev 6 .00 .00 8 .00 -.02 . 8 6 D +L +.5W Cl 6 .00 .00 • 8 -.01 .04 8. 7 D +L +.5W Cl Rev 6 .00 .00 8 .00 .03 9 1 D +L 10 -.04 .00 3 -.03 .00 k 9 2 D +W Cl 10 .01 .00 3 .01 .00 • 9 3 D +W Cl Rev 10 .02 .00 3 . .01 .00 9 4 D +.SL +W Cl 10 -.01 .00 3 .00 .00 . 9 5 D +.5L +W Cl Rev 10 .01 .00 3 .00 .00 • 9 6 D +L +.5W Cl 10 -.03 .00 3 -.01 .00 0 9 7 D +L +.5W Cl Rev 10 -.02 .00 3 -.01 .00 10 1 D +L 11 -.02 .08 4 -.01 .08 10 2 D +W Cl 11 .00 -.02 4 .00 -.02 10 3 D +W Cl Rev 11 .01 -.04 4 .00 -.04 10 4 D +.SL +W C1 11 .00 .00 4 .00 .00 M1 r 10 5 D +.5L +W Cl Rev 11 .01 -.02 4 .00 -.02 r /� .0,4,;-: ll ° nr; _ � : ?r : .�.vfi nt „�:, � «rte 10 6 • D +L +.5W Cl 11 .01 .04 4 .00 .04 t' � , 10 7 D +L +.5W Cl Rev 11 .00 .03 4 .00 .03 ; MODULUS OF ELASTICITY (KSI) 29000.00 i • t '41 , Vic. 33 r6.6 1 L. • il ,.,i � » . 0 . aeew w naw.ww ab.w -« .0 o e � +n .,,rw n� 5 „ ..' y ,• :? :S S I I - . • • • . " • F • • SUN STEEL BUILDINGS, INC. • 0 6 4 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 509-837-7008 FRAME DESIGN PAGE'22 DATE 5/23/2002 • TIME 15:15:25 PROJECT: C01987 Frms 1 18 • Z 111 MEMB DEPTH WIDTH INERT 6 = NO MAX MIN MAX MIN MIN 1 9.000 7.000 18.opq - 1.800 .850 co 0 3 9.000 7.000 18.000 1.800 .850 • COW 5 9.000 7.000 18.000 1.800 .850 CO U- 7 9.000 7.000 18.000 1.800 .850 Ili 0 9 9.000 7.000 18.000 1.800 .850 2 DESIGN CONSTRAINTS co ci u j MEMB DEPTH WIDTH INERT NO MAX MIN MAX MIN MIN I-- 0 1 • 9.000 7.000 18.000 1.800 .850 • Z F- 2 9.000 7.000 18.000 1.800 .850 W 2 3 9.000 7.000 18.000 1.800 .850 • DC) ° 9.000 7.000 18.000 1.800 .850 • CO U0 - 5 9.000 7.000 18.000 1.800 .850 P I 6 9.000 7.000 18.000 1.800 .850 0 7 9.000 7.000 18.000 1.800 .850 8 9.000 7.000 18.000 1.800 .850 ,•••• L I • 9 9.000 7.000 18.000 1.800 .850 W Z O) • 10 9.000 7.000 18.000 1.800 .850 1 .-- -c) o I" • • ‘ta • s';,Twyer,T* Fi • '^` 0: '" ,N • \1 1 L • * .Z 1 • ' •:Ku IlaiaaaL" ' • .., •,ti V.:1!)1.6alaU.LU.E.ei..%.4 —""' "" . • , • . • , • . • • SUN STEEL BUILDINGS , INC . 2002 MORGAN ROAD 0 6 5 . SUNNYS IDE , WASHINGTON 98944 509-837-7008 • FRAME DESIGN • PAGE 23 • DATE 5/23/2002 TIME 15:15:25 PROJECT: C01987 Frms 1 18 • I Z MEMBER MEMBER CC 4% LU TYPE NO. LENGTH WEIGHT 6 5 (Fr) •(LB) (..) 0 1 . F.— SUBTOTAL 0. U) 3 tu 0 • 1 16.91 170. 2 2 16.91 170. 12.84 3 129. U. 4 ( - 4 12.84 129. F. W 5 8. 03 81. Z p. 6 8.03 81. I— 0 Z 7 17.79 179 . 11J 'Li 8 17.79 179. 9 2.01 20. • 0 10 2.01 20. 0 0 I-4 SUBTOTAL 1158. S ILI e HAUNCH 0. U. TOTAL 115.17 1158. — 0 Uj CO 0 DENSITY (LB/ IN3 ) .2830 — z 0 1— • • - • 'il r;tirNZI • OFIMVA Ur •• I 1 7 • % • .... 3 '4 * .. * * * * * * * * ' ] 1 1 1 7 C01987 Stl Crft Wind Col. 111000 00 0.29000. HEAD CARD L1lj 6 1 l 1 1 20 112102 .0000 18.1642 .0000 .0000 .0000 .0000 DEG JT NUMBER BAND MEMB DESC 1 ' INDT DISPL SUPPORTS WIDTH 0 3 2 3 . 1300 11100 0 50.0000 50.0000 .0000 . HEADER 1.0 48.000 1.000 1.0 48.000 1.000 BRACING Z 100000.0 48.000 1.000 100000.0 48.000 1.000 BRACING . 100000.0 41.000 1.000 100000.0 41.000 1.000 BRACING Z 100000.0 43.000 1.000 100000.0 43.000 1.000 BRACING Q W qc , • • .' ....:IJ...u..M rw rrlfr.. ..I:.........w..u.rr..r..ar... ..4L\'f.a..u.r.w..-. I.LUJ.:r. l.'.Y.4la/4..+u.�••._... __ v.l wr�ruu wu.. v. . .a.. . 'ti...+wf{ r.J:i.. vlllGil:�.1L'i�tt. ..I'a ,1. . SUN STEEL BUILDINGS, INC. . 2002 MORGAN ROAD 0 6 9 SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 . • • FRAME DESIGN PAGE 3 { DATE 5/23/200: f TIME 15:34:39 Z PROJECT: C01987 St1 Crft Wind Col . i 1 .. H Z ; MEMBER FORCES FOR MEMBERS: 1 - 1 6 D '. J0 00 ABSOLUTE,' • MOMENTS AND AXIAL FORCES , N W POINT MAXIMUM WI NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL J ~ W W (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) ' W 0 + 11 D +L D +W D +W REVERSE D +.5L +W 2 r • D +.5L +W REVERSE D +L +.5W $ D +L +.5W REVERSE • Q . 1 • 1 1 3. 1 1 1 1 N D 1 1 1 1 1 1 =CJ 1 .00 2.59 .00 4.78 .00 -2.09 .00 -2.09 .00 -.69 F" _ .00 -.69 .00 2.06 .00 2.06 Z F- 2 3.02 1.73 .00 4.78 -6.51 -2.09 6.51 -2.09 -6.51 -.69 Z O 6.51 -.69 -3.26 2.06 3.26 2.06 L W 3 6.03 .87 .00 4.78 -10.43 -2.09 10.43 -2.09 -10.43 -.69 10.43 -.69 -5.22 2.06 5.22 2.06 0 N 4 9.05 .01 • • .00 4.78 -11.76 -2.09 11.76 -2.09 -11.76 -.69 C),-- __ 11.76 -.69 -5.88 2.06 5.88 2.06 W W 5 . 12.06 .85 .00 4.78 -10.50 -2.09 10.50 -2.09 -10.50 -.69 I- F- 10.50 -.69 -5.25 2.06 5.25 2,..66 - 0 • 6 15.08 1.71 .00 4.78 -6.64 -2.09 6.64 -2.09 -6.64 -.69 W Z 6.64 -.69 -3.32 2.06 3.32 2.06 U ='. 7 18.09 2.57 .00 4.78 -.19 -2.09 .19 -2.09 -.19 -.69 0f .19 -.69 -.09 2.06 .09 2.06 Z ...' . 1 . 8 18:11 2.57 .00 .00 • -.14 .00 .14 .00 -.14 .00 . .14 .00 -.07 .00 .07 .00 ' 9 18.16 2.59 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 . • • 1 Won t 3h : niL Y3.'.,.j;�a�� ! ?11 . , .. www.• �.my.wwnnM+eMMR16'A Y' niM; lKauN( kri.. n. T. N' G. 4wwwwn .....r..«- ,_....w.+.wvnnibl . t. 1 . - - A. Cr - -- "cl p I - ...-- s. 1 ) .. .,• \14 _ . _ . ego(* , . ) SUN STEEL BUILDINGS, INC. • '1 • . 2002 MORGAN ROAD 0 7 0 SUNNYSIDE, WASHINGTON 98944 . 509-837-7008 . . FRAME DESIGN t PAGE 4 ' .. DATE 5/23/2002 . TIME 15:34:39 2! PROJECT: C01987 Stl Crft Wind Col 4C.. ■ i r- I- Z MAI FORCES ACTING ON SUPPORTS 6 = _j t) • C.) 0 . LOADING CONDITION .. - u) 0 . CO W 1.1.1 1 -.11- SUPPORT HORIZONTAL VERTICAL MOMENT COLL NO DESCRIPTIO N NO (KIPS) (KIPS) (K -FT) 111(3 1 D+L 1 .00 4.78 .00 2 p 1 g 5 D+L 2 .00 .00 , .00 • U.. < TOTAL FORCES ACTING ' ING .00 4.78 TOTAL FORCES APPLIED • .00 4.78 co 4 3 i . • 3: 2 D+W • 1 2.59 -2.09 .00 Z I.- 2 D+W 2 2.59 .00 .00 TOTAL FORCES ACTING 5.18 -2.09 'ULU TOTAL FORCES APPLIED 5.18 -2.09 2 D D 0 0 0 Y2 3 D+W REVERSE 1 -2.59 -2.09 .00 0 I- W 3 D+W REVERSE 2 -2.59 .00 .00 Lli . X() TOTAL FORCES ACTING -5.18 -2.09 I-- TOTAL FORCES APPLIED -5.18 -2.09 ...."' L I 0 . ' ... ; u Z 0 OD 4 D+.5L+W 1 2.59 -.69 .00 4 D+.5L+W 2 2.59 .00 .00 0 1- TOTAL FORCES ACTING 5.18 -.69 Z TOTAL FORCES APPLIED 5.18 -.69 5 D+.5L+W REVERSE • 1 -2.59 -.69 .00 5 D+.5L+W REVERSE 2 -2.59 .00 .00 TOTAL FORCES ACTING -5.18 -.69 . TOTAL FORCES APPLIED -5.18 -.69 . 6 D+L+.5W 1 1.30 2.06 .00 • . 6 D+L+.5W 2 1.30 .00 .00 TOTAL FORCES ACTING 2.59 2.06 ...--- TOTAL FORCES APPLIED - 2.59 2.06 -...:...._ - (. . 7 D+L+.5W REVERSE 1 -1.30 2.06 .00 .,....-.-7, 7 D+L+.5W REVERSE 2 -1.30 .00 .00 .4v f1:4'...(vm..! TOTAL FORCES ACTING -2.59 2.06 TOTAL FORCES APPLIED -2.59 2.06 ' ',J.... 1 E l m I , . "-LIL:LPWO r-L) ' ' PTI%wai r aux! IN ; Lteuf.3 4 1 • FAVA74 ) 1 i.r." .=:A.1:..:14.• ...,t 1. 2 3"1,••■ •• : , e• i Aftalipmeimomessaammeassonsienumag......--..movi- i . . _ I - "A , Ct" , • I 1 . I -.-- , . -.......... , - ... 1 1 . I,P1 r i 1 - , ' ,. ....;i 7 ;`,i:, , ,, .. . . 4:1_ 1 .'172 A 1 i 1,' q!Aln • , ‘,77.,ort ,,,,, . 1 , i.,' I ' ' 141141 1 .1 I • c If ) - • . 4 1 ' 1 1 •fir • •,, • • SUN STEEL BUILDINGS, INC. 7 2002 MORGAN ROAD • SUNNYSIDE, WASHINGTON 98944 . 509- 837 -7008 . FRAME DESIGN PAGE . 7 ' DATE 5/23/200: TIME 15:34:39 PROJECT: C01987 Stl Crft Wind Col Z . Z' • H 0c W ' MEMB D EP T H WIDTH INERT Q NO MAX MIN MAX MIN MIN J U 1 11.000 7.000 18.002. •1.800 .850 . 0 co 0 0 4 W = DESIGN CONSTRAINTS J • H O MEMB DEPTH WIDTH INERT l L NO MAX MIN MAX MIN MIN g • 1 11.000 7.000 18.000 1.800 .850 J i a • I- W Z' • Z � I- 0 Z 2 D ; D 0 0 -' = W :. I I-• - O z , V N Z r • • • 1 P • 1. rite 1 „,, • ------ f �.�P - wil:j t i�' Ttt „k {jSj t `. i .. ..•• .. lJ+.a.1�5.r Jla •� NY•1lAVF1�6Vl,WN . w.' .:..:,'.1.... iii • - . . .1 . . 1 • � SUN STEEL BUILDINGS, INC. 0 7 4 , 2002 MORGAN ROAD 1 ' SUNNYSIDE, WASHINGTON 98944 . • • 509 - 837 -7008 . FRAME DESIGN • PAGE - 8 DATE 5/23/2002 , • TIME 15:34:39 PROJECT: C01987 St1 Crft Wind Col Z I MEMBER MEMBER � w. TYPE NO. LENGTH WEIGHT s' (Fr) (LB) U O . I 1 ' ,. 1 co w SUBTOTAL 0. ` 3 u_ 1 18.16 183. :I° . SUBTOTAL 183. w Q HAUNCH 0. N � TOTAL 18.16 183. _ DENSITY (LB /IN3) .2830 • Z 1.- .- O '. Z F- 2 D, U � O N! O I- ' w W: = U ` • iii 1 z, U = ; 0E • Z ' . I , I I I i I i -. i 1 I ,, ■ a 1 ) " c+Li; i N • . . _( , ,,- - - -- . - ' • . 5/23/02 C: BUILDING \20021C01987\RoofDes.out - " Page 07 J * _ = = *C01987 Steelcraft Hn Roof Design Input 5/23/02 1:24pm * * < PROGRAM OPERATION > Z • * . * • :H W *(1)JOBID: (Max: 60 char) CC • , - - . - . '\. . _ 5/23/02 • Roo fDes.o u t ". P Asuk (.' 1 . age 4 - • .3. 0 7 G 16.0000 1 22.0000 1 16.0000 1 L 22.0000 1 16.0000 1 22.0000 1 • , A 1 - t 16.0000 1 . 22.0000 1 Z 16.0000 1 , ,. 1 . I 22.0000 1 . i t.. 1 16.0000 1 re 2 111 6 D 22.0000 1 17.0313 1 _10 0 0 ., CO 0 CO Ill 3 2 16.0000 2 ' 111 I 14.0000 1 _J_ 4 17 17.0313 1 W 0 22.0000 1 2 g Zi 16.0000 1 . ' • 22.0000 1 U.< 16.0000 1 • 22.0000 1 I III 16.0000 1 I- I 22.0000 1 o I- 0 16.0000 1 2:1- 22.0000 1 Will 2 m 16.0000 1 M 0 22.0000 1 0 u) 0 - 16.0000 1 01- 22.0000 1 Ill Lu • 16.0000 1 X 0 1- • • 22.0000 1 .. ...... Li= • 17.0313 1 Z 1.C° 11 0 5 17 17.0313 1 l ' 1- • 22.0000 1 0 16.0000 Z 1 22.0000 1 , 16.0000 1 22.0000 1 . 1. 16.0000 1 _ 22.0000 1 16.0000 1 22.0000 1 16.0000 1 , 22.0000 1 16.0000 1 • 22.0000 1 16.0000 1 :-..- 1 22.0000 1 17.0313 1 - I . tt, „., 74-,,:.-1, , ' - , t 4 ", •• I , *(10)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 1 0 2 12 3 16.0000 0.0000 0.0000 4 ' ' 1 4 22.0000 0.0000 0.0000 4 , . 5 16.0000 0.0000 0.0000 4 I . i 7 16.0000 0.0000 0.0000 • 4 8 22.0000 . ,- .01 , 1f;s1d, .0000 0.0000 0.0000 4 I 9 16.0000 0.0000 0.0000 4 ituya 11 1 11 16.0000 0.0000 0.0000 4 •>: ' ? .• - „K;• ' ,0 12 22.0000 0.0000 0.0000 4 1 13 16.0000 0.0000 0.0000 4 t ...:.,,:,,....r..u....- 1110‘SOMMIIMIXIM00=101011111016101101012 „ .„. ,.w..............4 / 1 . t I I - i - - r__ • 3 1.0000 5.1000 `0000 3 3.60416 5 3.0573 1 0.0 1 J .: * (15) PURLIN SIZE: "',*.k n * Surf Set No. z * Id Purl Purl Purlin Size { 2 'N' 0 - F'.,. h r, • 3 'N' 0 � • * ( 16 )PANELS & EAVE STRUT • 4e, * Panel Standing Eave - -- Gutter - -- • Girt_Depth . * Size Seam Type F SW B_SW F_SW B_SW 4,24 L.__ ' i 'R3624 ' 'N' 'ZO' ' 'Y' 10.000 10.000 t``� `� `�'' 1 ,•-�,. *(17)WIND FRAMING SELECTION: ` gg ,, ,,t ,,t * Order_ Of Selection _ * Wall Panel Diagonal Wind Wind Weak Axis , , . , •:. ',1. s.. -. i ',: yr: .• .'S 4m .. .. .r.. ,e ,,.sx...:etnlu:it •11WA >711KR^(I+uO• .. .. ...... .... tt..'mwN..aMab .. •. a4rwJ. n• r+. n,... w...,... n• ....rvn..w•nr,ralhR'Ykif1C9,1 . * . *Ext Purlin OS_Fig IS_Flg Set Set_Lap Max_UnBr Peak Max Set _ *Id Type Brace Brace Depth Ext Int Length Space Space Space ( 1 'ZB' 'Y' 'C' 0.000 0.0000 0.0000 10.0000 0.000 5.100 0.000 * (25) CANOPY SIZE *Wall No Ext -- Bay_Id -- --- Extension_Size - -- Edge_Extend' Eave 'r: �4 ` *Id Ex Id Start End Height Width Slope Left Right Type . ` 1 0 '.,., - ;4 • 2 0 3 0 4 0 { i'�'kT's . / •, *(26)CANOPY ' PURLINS: • }4 4 t � pe 4 * 3T • . *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set;a,r. ' ji *Id Type Brace Brace Depth Ext Int Length Space Space Space * (27)CANOPY PANELS : Eyt. Ut z• ::.s ;t::. r..: •, ... ..... •.,'.: r..l.i <..... .A..- ..J.., _... .............n.... +...V C Ci .4 •• M .IIIt tmw,sw.a.. ....... ... .......e . . wriw WlfiMtsaMMIv86fh +4W♦e.YtgcCC +Jinn+ +v.r..n......n.... .wr+arvlaow.:My!YDMd1f.�i •.' Rb�Al..%l1 ___ 1 * ' *(34)BASIC LOADS: V * Dead Collat Live Snow Basic Wind_Load_Ratio Frict Edge Strip Seis % . . • * Load Load Load Load Wind Defl Factor Coef Width Ratio Coef Snow 2.5 3.0 20.0 25.0 18.3 1.00 1.00 0.00 0.000 1.77 0.2907 0.25 , *(3g7WIND PRESSURE /SUCTION: (psf ) V * * Wind Wind Wind * Press Suct Suct R W,---` 0.0 -25.6 .. Purlins ; .1 s 0.0 -51.2 Gable Extension `'``��' x "'�'•�` � c 0.0 -31.1 .. Panels r a ` 14.6 -9.1 -12.8 .. Bracing 1;;;. r * (36)EXTENSION BASIC LOADS: ''.=': , * Purlin_Wind Panel_Wind ,sr: i *Ext Dead Collat Live Attach_Beam Facia_Beam Attach_Beam Facla_Beam le *Id Load Load Load Press Suct Press Suct Press Suct Press Suct 1 2.5 3.0 25.0 0.0 -51.2 0.0 . 0.0 0.0 -31.1 0.0 0.0 th ;; .,-. Igo 1 *(37)PURLIN DESIGN LOADS: � } * ( V.;','17;" 'T' i * Surf No Des Load Live/ Wind Wind Aux_Load • ti ,. .r ..•.i.4 rih; 1 +1.., ":l -b`.n ..._.. ... ... .,.. u. .......,... dAL A.ul.• .,,... .. .,.. ......... «.., Mo.gxYmw,w . ... •Mw .- r__ YF+Nif??% ... 1 --5/23/02 _""'_'- -. .- " ^RoofDea.out "------ »-..,..'" Page G • , ., 080 * Id Loads Id Dead Collat Snow Press Suct Id Coef • 2 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0 0.00 3 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0 0.00 F ' * (38)PURLIN DESIGN LOADS: Deflection * * Surf No_Des Load Live/ Wind Wind Aux_Load Z * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 0.00 0.00 1.00 0.00 0.00 0 0.00 F- W 2 0.00 0.00 0.00 0.00 1.00 0 0.00 W 3 2 1 0.00. 0.00 1.00 0.00 0.00 0 0.00 uJ • 2 , 0.00 0.00 0.00 0.00 1.00 0 0.00 U O co C *(39)BRACING DESIGN LOADS: W = * J f_ * Surf No_Des Load Live/ Wind Wind Aux_Load MIL * Id Loads Id Dead Collat Snow EW Roof Seis Id Coef W O 1 2 4 1 1.00 0.00 0'.,00 1.00 1.00 0.00 ' 0 '0.00 2 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 tL Q 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 _ 3 4 1 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 1." W 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 Z F- 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 ZOO 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 W iii * (40) EXTENSION DESIGN LOADS : V co * 0- Q � . * No_Des Load' Live/ Wind Wind Aux_Load * Loads Id Dead Collat Snow Press Suct Id Coef = W 2 1 1.00 0.00 1.00 0.00 0.00 0 0.00 ,-- F- ,-, 2 1.00 0.00 0.00 0.00 1.00 0 0.00 - O Z *(41)EXTENSION DESIGN LOADS: Deflection U _ N ' * F- _ OF- * No_Des Load Live/ Wind Wind Aux_Load Z * Loads Id Dead Collat Snow Press Suct Id Coef . 2 1 0.00 0.00 1.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 1.00 0 0.00 . *(42)AUXILIARY LOADS: ' * No. Aux Aux No. Add Add_Load * Aux Id Name Combs Id Coef 0 • * (43)ADDITIONAL LOADS: (F- lb /ft, W -psf, Dx -ft) • * No. Add Surf Basic Load 1 Fy Dx - Concentrated * Add Id - Id Load Type 1 W1 W2 Dxl Dx2 - Distributed 0 *(44)PURLIN LAPS: -V` *Surf Data Set 1 Set 2 Set 3 fi " '+ *' :, * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan m' k + " ,1 • ,t 2 2 , - 0 '444 3 ' - ' 0 'tip - 'P: ; ; *(45)PURLIN LAPS: Extensions �Y • *Ext Data Set 1 Set 2 Set 3. * Id Opt Right Right Right 1' t Sets Left ' R ht Quan Left Rght Quan Left g Quan ,--e,1 P g � , � - 1 ' - ' 0 t ``"' I a * (46) PURLIN STRAPS: 30 . * Data - - -Set i - -- - - -Set 2 - -- - - -Set 3 - -- - - -Set 4 - -- (tl • `~ * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan [474 4 :, ,: ,M y w.zroxa .nr'Abta . s...a Rawe.cvra, rili UN.»sr 4.wi..w:me wn..ktoMea' .. '`Cavw. N 1 1 _ - - - r- • - - 5/23/02 » -- RoofDea,out -- ----- ---- Page 7.--, 1 0 81 L ' -' 0 *(47)PURLIN STRAPS: Extensions • * *Ext Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- -- -Set 4 - -- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap guan 1 ' -' 0 Z C01987 Steelcraft Hn Roof Design Code 5/23/02 3:45pm =F- i- W 6 UO STRUCTURAL CODE: CO p Design Basis - WS cow Hot Rolled Steel - AISC89 H Cold Formed Steel - AISI96 Wu_ W BUILDING CODE: , 2 h Wind Code • - UBC • g Q Year - 97 Seismic Zone - 3 - = d I F- W r ZI t.- C01987 Steelcraft Hn Purlin Design Report 5/23/02 3:45pm H O Z I- U.J iii U 0 °- ROOF I ROOF PURLIN 01_ W W DESIGN RUN # 1, SURFACE # 2 f.- • U .. - 11 p • . ui Z U - PURLIN LAYOUT: O H . . Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Z Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8025Z16 0.33 3.00 1 0 0.9 0.9 1 2 8 16.70 2.33 3.00 1 1 51.2 51.2 \ 2 3 8025Z16 22.00 2.33 1.08 3.00 1 2 68.4 68.4 0 3 4 8025Z16 16.00 1.08 1.08 3.00 1 1 48.9 48.9 ' 4 5 8025Z16 22.00 1.08 1.08 3.00 1 2 65.0 65.0 . 5 6 8025Z16 16.00 1.08 1.08 3.00 1 1 48.9 48.9 6 7 8025Z16 22.00 1.08 1.08 3.00 1 2 65.0 65.0 7 8 8025Z16 . 16.00 1.08 1.08 3.00 1 1 48.9 48.9 • 8 9 8025Z16 '2.2.00 1.08 1.08 3.00 1 2 65.0 65.0 9 10 8025Z16 16.00 1.08 1.08 3.00 1 1 , 48.9 48.9 10 ii 8025Z16 22.00 1.08 1.08 3.00 1 2 65.0 65.0 11 12 8025Z16 16.00 1.08 1.08 3.00 1 1 48.9 48.9 '� '..._. " 12 13 8025Z16 22.00 1.08 1.08 3.00 1 2 65.0 65.0 IF ( 13 14 8025Z16 16.00 1.08 1.08 3.00 1 1 48.9 .48.9 i SOss � �ri�' ; �; 14 15 8025Z16 22.00 1.08 1.08 3.00 1 2 65.0 65.0 15 16 8025Z16 16.00 1.08 1.08 3.00 1 1 48.9 48.9 ' 16 17 8025Z16 22.00 1.08 2.33 3.00 1 2 68.4 68.4 *' ,,` 17 18 8025Z16 16.70 2.33 3.00 1 1 51.2 51.2 f. u , . , r w , 19 8025Z16 0.33 3.00 1 0 0.9 0.9 14 .`x .` !, '''r n .*k$ . Total (lb) = 973.0 il? ' tt d Purlin DL= 1.01 (psf ) '"-" ! s .t At , LOAD COMBINATION # 1 : DL +CO +LL ,. .. :r. .0 .. .. .. .r._ .., ... ,..�... .:....:. i .. \. .,.. ., _. «.m,:r «r.i . .... ... ...... rywra, ww ..... r...v�m•,., +�ch.a..re+. .,,,.... S 1 1 ,■ 1 -... 5%23/02 __ 7 oofDes.out�� ! Page. ■ 08 i 1 PURLIN ANALYSIS: , . SHEAR(k ) MOMENT (f -k ) , Span Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Z Z 1 0.00 -0.03 0.00 0.00 0.00 0.01 0e Lli 2 0.52 • -0.79 -1.00 0.01 -1.48 5.71 1.92 4.01 Q 3 1.06 0.85 -0.84 -0.94 4.01 1.78 -2.16 11.64 1.75 2.72 J U 4 0.70 0.61 . -0.65 -0.75 2.72 2.01 -0.01 7.74 2.34 3.10 0 0 5 1.00 0.91 -0.90 ' -1.00 3.10 2.06 -2.45 11.05 1.97 3.00 CO w 6 0.73 0.63 -0.63 -0.73 3.00 2.27 0.11 7.98 2.29 3.03 J Z 7 1.00 0.90 -0.90 -1.00 3.03 2.00 -2.48 11.00 1.99 3.02 CO 8 0.73 0.63 -0.63 -0.73 3.02 2.29 0.11 8.00 2.29 3.02 W O 9 1.00 0.90 -0.90 -1.00 3.02 1.99 -2.48 11.00 1.99 3.02 • g 10 0.73 0.63 -0.63 -0.73 • 3.02 2.29 0.11 8.00 2.29 3.02 11 1.00 0.90 -0.90 -1.00 3.02 1.99 -2.48 11.00 1.99 3.02 1 < 12 0.73 0.63 -0.63 -0.73 3.02 2.29 0.11 8.00 2.29 3.02 N d 13 1.00 0.90 -0.90 -1.00 3.02 1.99 -2.48 11.00 2.00 3.03 H W 14 0.73 0.63 -0.63 -0.73 3.03 2.29 0.11 8.02 2.27 3.00 a Z F 15 1.00 0.90 -0.91 -1.00 3.00 1.97 -2.45 10.95 2.06 3.10 H O 16 0.75 0.65 -0.61 -0.70 3.10 2.34 -0.01 8.26 2.01 2.72 ZI-- j 17 0.94 0.84 -0.85 -1.06 2.72 1.75 -2.16 10.36 1.78 4.01 UJ uj 18 1.00 0.79 -0.52 4.01 1.92 -1.48 10.98 0.01 U O 19 0.03 0.00 0.01 0.00 0.33 0.00 O w' O F- STRENGTH /DEFLECTION: = U ~ 1= t . 1-17- O Span SHEAR(k ) MOMENT (f -k ) - - - - Mom +Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow lll� 1 RS -0.03 2.07 0.01 RS 0.01 3.71 0.00 RS 0.00 0.02 ~O H • 2 RL -0.79 2.07 0.38 RS 2.00 3.71 0.54 RL 0.41 -0.18 0.83 Z 3 LL 0.85 2.07 0.41 MS 2.16 3.71 0.58 LL 0.40 -0.60 1.10 4 RL -0.65 2.07 0.32 RL 2.34 3.45 0.68 RL 0.50 0.12 0.80 5 LL 0.91 2.07 0.44 MS 2.45 3.71 0.66 LL 0.50 -0.74 1.10 6 RL -0.63 2.07 0.30 RL 2.29 3.49 0.66 RL 0.48 0.15 0.80 ‘ 7 LL 0.90 2.07 0.44 MS 2.48 3.71 0.67 LL 0.48 -0.76 1.10 8 RL -0.63 2.07 0.30 RL 2.29 3.49 0.66 RL 0.47 0.15 0.80 , 9 LL 0.90 2.07 0.44 MS 2.48 3.71 0.67 LL • 0.48 -0.76 1.10 ti 10 LL 0.63 2.07 0.30 LL 2.29 3.49 0.66 LL 0.47 0.15 0.80 . . 11 RL -0.90 2.07 0.44 MS 2.48 3.71 0.67 RL 0.48 -0.76 1.10 . 12 LL 0.63 2.07 0.30 LL 2.29 3.49 0.66 LL 0.47 0.15 0.80 13 RL -0..90 2.07 0.44 MS 2.48 3.71 0.67 RL 0.48 -0.76 1.10 14 LL " 0.63 2.07 0.30 LL 2.29 3.49 0.66 LL 0.48 0.15 0.80 15 RL -0.91 2.07 0.44 MS 2.45 3.71 0.66 RL 0.50 -0.74 1.10 _ 16 LL 0.65 2.07 0.32 LL 2.34 3.45 0.68 LL 0.50 0.12 0.80 y ;� R 17 RL -0.85 2.07 0.41 MS 2.16 3.71 0.58 RL 0.40 -0.60 1.10 0� tiy, 18 LL 0.79 2.07 0.38 LS 2.00 3.71 0.54 LL 0.41 -0.18 0.83 • ' r' ' , i,, fit _. .}{�� 19 LS 0.03 2.07 0.01 LS 0.01 3.71 0.00 LS 0.00 0.02 j UNBRACE LENGTHS :. ; °`" !. �� . Fi Span Minor y '• • ,4 K Id Majo4 LS LL MS RL RS rOpit .. 2 16.7 8.3 0.0 0.0 2 .9 2.3 t ::� .t 1,6. 3 22.0 2.3 2.4 0.0 2.4 1.1 ty,;z 4 16.0 1.1 6.7 0.0 7.2 1.1� ' 5 22.0 1.1 2.6 0.0 2.5 1.1 Ai* 6 16.0 1.1 6.9 6.9 6.9 1.1 . is ':t:.. ..:.1•:....:. �:': ..,...... .. .,r..t..i.frn'1�]Lilb.. ... •�RfY'1!a+MNPnk+•x ... . .......a.wmN'trM'oM/rcsfiA��k�'v n. . ...... . ... ,..u. .•. ht .... ._..,....« rn.ass+?,". ..SGlR1/M/q. ' S , i , r �: « ,` RoofDes.out • Page 1. 483 7 22.0 1.1 2.5 0.0 2.5 1.1 • • 8 16.0 1.1 6.9 6.9 6.9 1.1 9 22.0 1.1 2.5 0.0 2.5 1.1 • , 10 16.0 1.1 6.9 6.9 6.9 1.1 11 22.0 1.1 2.5 0.0 2.5 1.1 A ' 12 16.0 1.1 6.9 6.9 6.9 1.1 . 13 . 22.0 1.1 2.5 0.0 2.5 1.1 ; 14 16.0 1.1 6.9 6.9 6.9 1.1 15 22.0 1.1 2.5 0.0 2.6 1.1 Z • 16 16.0 1.1 7.2 0.0 6.7 1.1 • Z I- 17 22.0 1.1 2.4 0.0 2.4 2.3 W 18 16.7 2.3 2.9 0.0 0.0 8.3 • JU 00 LAP BOLT SHEAR: • N LAP BOLT SHEAR RATIO .J F. Span SHEAR(k ) ( 0.5in A307 ) . N LL W0 Id Left Right Left Right 2 0.43 0.19 LL Q 3 0.43 0.63 0.19 0.28 N 4 0.63 0.72 0.28 0.32 l 5 0.72 0.69 0.32 0.31 r Z I , 6 0.69 0.70 0.31 0.32 F- O 7 0.70 0.70 0.32 0.32 Z F- 8 0.70 0.70 0.32 0.32 UJiu 9 0.70 0.70 0.32 0.32 10 0.70 0.70 0.32 0.32 0 co 11 0.70 0.70 0.32 0.32 0 1- 12 .0.70 0.70 0.32 0.32 13 0.70 0.70 0.32 0.32 Ill U 1 4 0.70 0.69,.. 0.32 0.31 H 15 0.69 0.72 0.31 0.32 - O 16 0.72 0.63 0.32 0.28 W Z 17 0.63 0.43 0.28 0.19 2 18 0.43 0.19 . 0 f- Z LOAD COMBINATION # 2 : DL +WS . • l • PURLIN ANALYSIS: . • SHEAR(k ) MOMENT (f - k ) Span Left Left Right Right Left Left Mid -Span Right Right . Id Sup .Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.40 0.60 0.76 0.00 1.13 5.71 -1.47 -3.05 j 3 -0.81 -0.65 0.64 0.72 -3.05 -1.36 1.65 11.64 -1.33 -2.07 ?r', ATE • 4 -0.54 -0.46 0.50 0.57 -2.07 -1.53 0.00 7.74 -1.78 -2.36 : : ; ;' { , 5 -0.77 -0.69 0.68 0.76 -2.36 -1.57 1.87 11.05 -1.51 -2.29 '�` � 6 -0.55 -0.48 0.48 0.56 -2.29 -1.73 -0.08 7.98 -1.75 -2.31 f,',1 " R 7 -0.76 -0.69 0.69 0.76 -2.31 -1.52 1.89 11.00 -1.52 - 2.30•>, > ' 8 -0.55 -0.48 0.48 0.55 -2.30 -1.74 -0.09 8.00 -1.75 -2.31 9 -0.76 -0.69 0.69 0.76 -2.31 -1.52 1.89 11.00 -1.52 -2.31 4 '%' WM;i . 10 -0.55 -0.48 0.48 0.55 -2.31 -1.75 -0.09 8.00 -1.75 - 2.31 11 -0.76, -0.69 0.69 0.76 -2.31 -1.52 1.89 11.00 -1.52 -2.31 kr..r+y; 12 -0.55 -0.48 0.48 0.55 -2.31 -1.75 -0.09 8.00 -1.74 -2.30 ‘, 4 13 -0.76 -0.69 0.69 0.76 -2.30 -1.52 1.89 11.00 -1.52 -2.31 "r`5?" 14 -0.56 -0.48 0.48 0.55 -2.31 -1.75 -0.08 8.02 -1.73 -2.29 ',.„ 15 -0.76 -0.68 0.69 0.77 -2.29 -1.51 1.87 10.95 -1.57 -2.36 n,.., 16 -0.57 -0.50 0.46 0.54 -2.36 -1.78 0.00 8.26 -1.53 -2.07 ";'s M, 17 -0.72 -0.64 0.65 0.81 -2.07 -1.33 1.65 10.36 -1.36 -3.05 '. r, } ;r .. .. „s.;. . .. „ .x.. :t! }:.;:u lti:i;1:YJLa...�... ...,. wda::.euS...._._._ . :.x'. < ....r vwrrkax ...'rJtw•aw+..� s.0 w+n'.`m�. A'FM' .' • �'.i:�SSSd i{lti Li:: i . i - t. Ci ,` . _..5/23/02 __- _,...r._._..... RoofDe zi ..- .,..._.,_.._ ...... p e 1i --� i 084 18 -0.76 -0.60 0.40 -3.05 -1.47 1.13 10.98 0.00 • 19 -0.02 0.00 0.00 0.00 0.33 0.00 ' STRENGTH /DEFLECTION: t y I• Span , SHEAR(k ) MOMENT(f -k ) - - -- Mom +Shr DEFLECTION(in) 3 Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 - - -- - -- ----------- - - -- . - -- ----------- - - -- - -- - - -- z 1 RS 0.02 2.76 0.01 RS 0.00 4.93 0.00 RS 0.00 -0.01 Z 2 RL 0.60 2.76 0.22 MS 1.13 3.45 0.33 RL 0.14 0.14 0.83 W 3 • LL -0.65 2.76 0.23 MS • 1.65 4.01 0.41 LL 0.13 0.46 1.10 0 m 4 RL 0.50 2.76 0.18 RL 1.78 4.93 0.36 RL 0.16 -0.09 0.80 W C) 5' LL -0.69 2. 0.25 MS 1.87 4.01 0.47 LL 0.16 0.57 1.10 0 O 6 RL 0.48 2.76 0.17 RL 1.75 4.93 0.35 RL 0.16 -0.11 0.80 MCI . 7 LL -0.69 2.76 0.25 MS 1.89 4.01 0.47 LL 0.16 0.58 1.10 W = 8 RL 0.48 2.76 0.17 RL 1.75 4.93 0.35 RL 0.16 -0.11 0.80 _ii_ N 9 LL -0.69 2.76 0.25 MS 1.89 4.01 0.47 LL 0.16 0.58 1.10 WO 10 LL -0.48 2.76 0.17 LL 1.75 4.93 0.35 LL ,0.16 -0.11 0.80 2 11 RL 0.69 2.76.0.25 MS • 1.89 4.01 0.47 RL 0.16 0.58 1.10 . g J 12 LL -0.48 2.76 0.17 LL 1.75 4.93 0.35 LL 0.16 -0.11 0.80 IL Q 13 RL 0.69 2.76 0.25 MS 1.89 4.01 0.47 RL 0.16 0.58 1.10 • CO 14 LL -0.48 2.76 0.17 LL 1.75 4.93 0.35 LL 0.16 -0.11 0.80 Z W + 15 RL 0.69 2.76 0.25 MS 1.87 4.01 0.47 RL 0.16 0.57 1.10 • j Z H ! 16 LL -0.50 2.76 0.18 LL 1.78 4.93 0.36 LL 0.16 -0.09 0.80 - 17 RL 0.65 2.76 0.23 MS 1.65 4.01 0.41 RL 0.13 0.46 1.10 Z O 18 LL -0.60 2.76 0.22 MS 1.13 3.45 0.33 LL 0.14 0.14 0.83 W W 19 LS -0.02 2.76 0.01 LS 0.00 4.93 0.00 LS 0.00 -0.01 U D UNBRACE LENGTHS 0 - LU uj Span Minor Id Major LS LL MS RL RS O . aj Z 2 16.7 0.0 8.3 8.3 0.0 0.0 U N 3 22.0 0.0 0.0 7.3 0.0 0.0 O E _ 4 16.0 0.0 0.0 6.7 0.0 0.0 Z • 5 22.0 0.0 0.0 7.3 0.0 0.0 6 16.0 0.0 0.0 0.0 0.0 0.0 7 22.0 0.0 0.0 7.3 0.0 0.0 8 16.0 0.0 0.0 0.0 0.0 0.0 9 22.0 0.0. 0.0 7.3 0.0 0.0 10 16.0 0.0 0.0 0.0 0.0 0.0 11 22.0 0.0 0.0 7.3 0.0 0.0 12 16.0 0.0 0.0 0.0 0.0 0.0 { 13 22.0 0.0 0.0 7.3 0.0 0.0 14 16.0 0.0 0.0 0.0 0.0 0.0 15 22.0 0.0 0.0 7.3 0.0 0.0 16 16.0 O_: 0.0 6.7 0.0 0.0 • 17 22.0 0.0 0.0 7.3 0.0 0.0 18 16.7 0.0 0.0 8.3 8.3 0.0 :ti �, a t"--- . 4 X F . , : lr ".31 :, I � LAP BOLT SHEAR: • . iet , ,f4 ' I I LAP BOLT SHEAR RATIO � ref-e0A I Span SHEAR(k ) ( 0.5in A307 ) r 1 Id Left Right Left Right i >t 21! I - - -- - - - - - - - -- I 0 W ,x�, 2 0.33 0.11 ; ` I 3 0.33 0.48 0.11 0.16 ` ;�', 4 0.48 0.55 0.16 0.19 j,i,°'',‘. 5 0.55 0.53 0.19 0.18 rrw;. 1 s 6 0.53 0.53 0.18 0.18 7 0.53 0.53 0.18 0.18 8 0.53 0.53 0.18 0.18 `•:' .•!:� .:.. '. • , . 1 .. rlt ;L •, "• '+ tYWMNWn.+.�.n .. WY5 .:. .• .. JQIY�WypYBY1C17}7/A ... .. .. . ,• . ,.. ..... _.S:S ' ' +YICiNMMwM.'+ ewA ua3k�i! - .- -b,c/- �, ,, I •: 5/23%02" '^_ -•- �.• ---• • .- .._.. «....--- ---. -- ; RootDea.out ,..� . • Page I ! , L 085 9 0.53 0.53 0.18 0.18 • • 10 0.53 0.53 0.18 0.18 • 11 0.53 0.53 0.18 0.18 . 12 0.53 0.53 0.18 0.18 13 0.53 0.53 0.18 0.18 • A 't 14 0.53 0.53 0.18 0.18 15 .0.53 0.55 0.18 0.19 . 16 0.55 0.48 0.19 0.16 z 17 0.48 0.33 0.16 0.11 18 0.33 0.11 1 Z DEFLECTION: U . J U Uo to W 2 LOAD COMBINATION # 1 : LL "O ~ ` COLL u O Span DEFLECTION(in) , 2 Id Calc Allow Ratio . u_ - - -- 1 0.01 cn C! 2 -0.15 0.83 0.18 H W 3 -0.49 1.10 0.45• I o 4 0.10 0.80 0.12 ? ~ 5 -0.61 1.10 0.55 Z O 6 0.12 0.80 0.15 UJ ? 7 -0.62 1.10 0.56 • 8 0.12 0.80 0.15 U N 9 -0.62 1.10 0.56 g 1 10 • 0.12 0.80 0.15 t] ~ W 11 -0.62 1.10 0.56 I V .. 12 0.12 0.80 0.15 ,.x`" I- 13 -0.62 1.10 0.56 L1:0 14 0.12 0.80 0.15 111 N 15 -0.61 1.10 0.55 U = 16 0.10 0.80 0.12 0 _ 17 -0.49 1.10 0.45 z 18 -0.15 0.83 0.18 19 0.01 - i • LOAD COMBINATION # 2 WS Span DEFLECTION(in) - Id - Calc Allow Ratio • ' . 1 -0.01 . 2 0.16 0.83 0.19 3 0.51 1 :15 0.46 . 4 -0.10 0.80 0.13 5 0.63 1.10 0.57 6 -0.12 0.80 0.16 1 ; ;. L a „ 7 0.64 1.10 0.58 ';" n;,, J 8 -0.13 0.80 0.16 ' `' $ ' W , 9 0.64 1.10 0.58 , 10 -0.13 0.80 0.16 s'',R7 ;: 11 0.64 1.10 0.58 '`'"l 12 -0.13 0.80 0.16 0 `.. 13 0.64 1.10 0.58 In. u4? I i ;.er,��ir ,a;,� 14 -0.12 0.80 0.16 t_' 15 0.63 1.10 0.57 16 -0.10 0.80 0.13 r Wite4 ' 17 0.51 1.10 0.46 X " <" 18 0.16 0.83 0.19 r n rY ; 19 -0.01 . - . • r ...��....' ... r ...w .. :i ... w.. iw.:. F.G1i..P..i;'r"�JYeiy " n..ASa . w .w ✓ . -w ..>•.•/rrwrWa +t!CR4 ' 1 r - i • - ..Gr .!` I • . 5/23/02 ._ . RoofDes.out ..._ .... �. . - .._ ......... .-� Pagel'_ . , filt •. 081; i C01987 Steelcraft Hn Purlin Design Report 5/23/02 3:45pm . = I jjjj' ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 z j Q j I PURLIN LAYOUT: • . V U O j . Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total (D W ( Id Id Size (ft) Left Right Space Row Brace Weight Weight W Z F- 1 8025Z16 0.33 3.60 5 0 0.9 4.5 W O 1 2 8025Z16 16.70 2.33 3.60 5 1, .51.2 256.0 2 P 2 3 8025Z16 22.00 2.33 • 1.08 3.60 5 2 68.4 341.9 3 4 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 u. Q 4 5 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 U d 5 6 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 = W 6 7 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 . V Z 1 7 8 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 O .8 9 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 ZI- 9 10 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 lilui 10 11 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 Dp 11 12 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 0 N 12 13 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 g ; 13 14 8025Z16 16.00 1.08 1.08 3.60 5 1 48.9 244.3 W 14 15 8025Z16 22.00 1.08 1.08 3.60 5 2 65.0 325.0 H 0 15 16 8025Z16 16.00 1.08 1.08 3.60 5 1 48.2• 244.3 • I - O 16 17 8025Z16 22.00 1.08 2.33 3.60 5 2 68.4 341.9 - Z } 17 18 8025Z16 16.70 2.33 3.60 5 1 51.2 256.0 L11 ito 19 8025Z16 0.33 3.60 5 0 0.9 4.5 FU-- _, f- • Total(lb)= 4865.2 Z Purlin DL= 0.84 (psf ) - i LOAD COMBINATION # 1 : DL +CO +LL V PURLIN ANALYSIS: I SHEAR(k-) MOMENT ( f - k ) Span Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup „- ( 1 0.00 -0.04 0.00 0.00 0.00 0.01 .4 '' `'tr: r; I 2 0.62 -0.94 -1.20 0.01 -1.78 5.71 2.31 4.81 4 ' , 3' ,k 1 3 1.27 1.02 -1.01 -1.13 4.81 2.14 -2.59 11.64 2.10 3.26 t `{ I V 4 0.85 0.73 -0.78 -0.90 3.26 2.41 -0.01 7.74 2.81 3.72 ,� , r, , ' 5 1.21 1.09 -1.08 -1.20 3.72 2.48 -2.95 11.05 2.37 3.60 6 '0.87 0.75 -0.76 -0.88 3.60 2.72 0.13 7.98 2.75 3.64 1.20 1.08 -1.08 -1.20 3.64 2.40 -2.97 11.00 2.39 3.63 It. :‘tt 6 1 8 0.87. 0.76 -0.76 -0.87 3.63 2.75 0.14 8.00 2.75 3.63 ; ,� 1 9 1.20 1.08 -1.08 -1.20 3.63 2.40 -2.98 11.00 2.40 3.63 I , 10 0.87 0.76 -0.76 -0.87 3.63 2.75 0.14 8.00 2.75 3.63 l'r ,-k p 11 1.20 1.08 -1.08 -1.20 3.63 2.40 -2.98 11.00 2.40 3.63 .ti. I 12 0.87 0.76 -0 .76 -0.87 3 .63 2 .75 0 .14 8 .00 . 2 .75 3 .63 ;., •r " 0. 13 1.20 1.08 -1.08 -1.20 3.63 2.39 -2.97 11.00 2.40 3.64 14 0.88 0.76 -0.75 -0.87 3.64 2.75 0.13 8.02 2.72 3.60 ' ' 0771-1, Ay .� ' >,, ..: :..•:. ++ -s \,5:; .,..1�r: •;:>� +., arrr,.:a..r.r•. ....1,. a. a. 14RR4 NAbb <.Nt%r`Ca"uxm.w r... ....uWCLtil�m ..�. ^'wksYmv+waW Wx.wnrru mss.. > «wk ... », , rvru- rncutwtvnrnka y I . I - i - M.4/ __ , . _,.5/23/02 _ .�... _._ __. RoafDea.out � page '-'" .L 15 1.20 1.08 -1.09 • -1.21 3.60 2.37 -2.95 10.95 2.48 3.72 087 16 0.90 0.78 -0.73 -0.85 3.72 2.81 -0.01 8.26 2.41 3.26 17 1.13 1.01 -1.02 -1.27 3.26 2.10 -2.59 10.36 2.14 4.81 +j 18 1.20 0.94 -0.62 4.81 2.31 -1.78 10.98 0.01 19 0.04 0.00 0.01 0.00 0.33 A 0.00 . STRENGTH/DEFLECTION: . Z Span . SHEAR(k ) MOMENT(f -k ) - - -- Mom +Shr DEFLECTION(in) ' 11..: 1....Z Id Loc Calc Allow UC Loc Calc Allow UC Loc • UC Calc Allow W W 2 ----------- = ---- --- ----------- ---- ------- 6 1 RS -0.04 2.07 0.02 RS 0.01 3.71 0.00 RS 0.00 0.02 2 RL -0.94 2.07 0.46 RS 2.41 3.71 0.65 RL 0.60 -0.22 0.83 00 3 LL 1.02 2.07 0.49 MS 2.59 3.71 0.70 LL 0.57 -0.72 1.10 COW 4 RL -0.78 2.07 0.38 RL 2.81 3.45 0.81 RL 0.72 0.14 0.80 J = 5 LL 1.09 2.07 0.53 MS 2.95 3.71 0.80 LL 0.72 -0.89 1.10 1. 6 RL -0.76 2.07 0.37 RL 2.75 3.49 0.79 RL 0.69 0.18 0.80 W O 7 LL 1.08 2.07 0.52 MS 2.97 3.71 0.80 LL ,0.69 -0.91 1.10 2 8 RL -0.76 2.07 0.36 RL • 2.75 3.49 0.79 RL 0.68 0.18 0.80 • g • 9 LL 1.08 2.07 0.52 MS 2.98 3.71 0.80 LL 0.69 -0.91 1.10 U..< 10 LL 0.76 2.07 0.36 LL 2.75 3.49 0.79 LL 0.68 0.18 0.80 (0 d 11 RL -1.08 2.07 0.52 MS 2.98 3.71 0.80 RL 0.69 -0.91 1.10 = 12 LL 0.76 2.07 0.36 LL 2.75 3.49 0.79 LL 0.68 0.18 0.80 ,r Z H 13 RL -1.08 2.07 0.52 MS 2.97 3.71 0.80 RL 0.69 -0.91 1.10 0 14 LL 0.76 2.07 0.37 LL 2.75 3.49 0.79 LL 0.69 0.18 0.80 Z E- 15 RL -1.09 2.07 0.53 MS 2.95 3.71 0.80 RL 0.72 -0.89 1.10 W 16 LL 0.78 2.07 0.38 LL 2.81 3.45 0.81 LL 0.72 0.14 0.80 2 D 17 RL -1.02 2.07 0.49 MS 2.59 3.71 0.70 RL 0.57 -0.72 1.10 Ow 18 LL 0.94 2.07 0.46 LS 2.41 3.71 0.65 LL 0.60 -0.22 0.83 0 F. 19 LS 0.04 2.07 0.02 LS 0.01 3.71 0.00 LS 0.00 0.02 W W IQ UNBRACE LENGTHS _ , ---- 0 O 111 Z Cn Span Minor U = , Id Major LS LL MS RL RS 0 H . i - - -- Z 2 16.7 .8.3 0.0 0.0 2.9 2.3 ' ' 3 22.0 2.3 2.4 0.0 2.4 1.1 • 0 4 16.0 . 1.1 6.7 0.0 7.2 1.1 ' . 5 22.0 1.1 2.6 0.0 2.5 1.1 \ . 6 16.0 1.1 6.9 6.9 6.9 1.1 7 22.0 1.1 2.5 0.0 2.5 1.1 • • 8 16.0 1.1 6.9 6.9 6.9 1.1 9 22.0 1.1 2.5 0.0 2.5 1.1 - 0 10 16.0 1.1 6.9 6.9 6.9 1.1 11 22.0 1.1 2.5 0.0 2.5 1.1 12 16.0 1.1 6.9 6.9 6.9 1.1 13 22.0 1.1 2":5- 0.0 2.5 1.1 . 14 16.0 1.1 6.9 6.9 6.9 1.1 15 22.0 1.1 2.5 0.0 2.6 1.1 1> �; 16 16.0 1.1 7.2 0.0 6.7 1.1 • J 4: 17 22.0 1.1 2.4 0.0 2.4 2.3 ,; ; s l'4,,:.4 j 18 16.7 2.3 2.9 0.0 0.0 8.3 : Eff,, LAP BOLT SHEAR: ' it° ,i ti. I�. 01, LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) ' Id Left Right Left Right „ ' t 0 - - - - -- - 0.52 - - -- - 0.23' , . 3 0.52 0.75 0.23 0.34 * t,.a 4 0.75 0.86 0.34 0.39 5 0.86 0.83 0.39 0.38 ;,, t) a , .�_ -- -- - - . . "•"" fDeaar..__.......` .. .-. . , • Pagel 6 6 0.83 0.84 0.38 0.38 • 7 0.84 0.84 0.38 0.38 n • 8 0.84 0.84 0.38 0.38 . " 8 8 9 0.84 0.84 0.38 0.38 10 0.84 0.84 0.38 0.38 d 11 0.84 0.84 0.38 0.38 • 7 -0.92 -0.83 0.83 0.92 -2.78 -1.•83 2.27 11.00 - 1.,92' -2.77 LL. 8 -0.67 -0.58 0.58 0.67 -2.77 -2.10 -0.10 8.00 -2.10 -2 ... 9 -0.92 -0.83 0.83 0.92 -2.77 -1.83 2.27 11.00 -1.83 -2.77 N 10 -0.67 -0.58 0.58 0.67 -2.77 -2.10 -0.10 8.00 -2.10 -2.77 P. I 11 -0.92 -0.83 0.83 0.92 -2.77 -1.83 2.27 11.00 -1.83 -2.77 0 • 12 -0.67 -0.58 0.58 0.67 -2.77 -2.10 -0.10 8.00 -2.10 -2.77 Z 13 -0.92 -0.83 0.83 0.92 -2.77 -1.82 2.27 11.00 -1.83 -2.78 14 -0.67 -0.58 0.57 0.66 -2.78 -2.10 -0.10 8.02 -2.08 -2.75 • 15 -0.91 -0.82 0.83 0.92 -2.75 -1.81 2.25 10.95 -1.89 -2.84 16 -0.69 -0.60 0.55 0.64 -2.84 -2.14 0.01 8.26 -1.84 -2.49 \ 17 -0.86 -0.77 • 0.78 0.97 -2.49 -1.60 1.98 10.36 -1.63 -3.67 18 -0.91 -0.72 0.48 -3.67 -1.76 1.36 10.98 0.00 ' ' 19 -0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: • Span SHEAR(k ) .. MOMENT(f -k ) - - -- Mom +Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.76 0.01 RS 0.00 4.93 0.00 RS 0.00 -0.02 2 RL 0.72 2.76 0 .2 6 MS 1.36 3.45 0 .3 9 RL 0.20 0.17 0.83 CO;;;;Vt eh . y ; 3 LL -0.78 2 . 0. MS 1.9 4.01 0.49 LL 0.9 .55 ' 4 RL 0 .60 2. 76 0.22 RL 2.14 4.93 0.43 RL 01 .24 -0 1): 1:4 , u r } 5 LL -0.83 2.76 0.30 MS 2.25 4.01 0.56 LL 0.24 0.68 1.10 . 6 RL 0.58 2.76 0.21 RL 2.10 4.93 0.43 RL 0.23 -0.13 0.80 7 LL -0.83 2.76 0.30 MS 2.27 4.01 0.56 LL 0.23 0.69 1.10 M` 8 RL 0.58 2.76 0.21 RL 2.10 4.93 0.43 RL 0.22 -0.14 0.80 l i ke ; _ ' ' 9 LL , -0.83 2.76 0.30 MS 2.27 4.01 0.57 LL 0.23 0.69 1.10 g, „ri 10 LL -0.58 2.76 0.21 LL 2.10 4.93 0.43 LL 0.22 -0.14 0.80 =. , 11 RL 0.83 2.76 0.30 MS 2.27 4.01 0.57 RL 0.23 0.69 1.10 r -4;.t4'1. 12 LL -0.•58 2.76 0.21 LL 2.10 4.93 0.43 LL 0.22 -0.14 0.80 ,°40 s , } 13 RL 0.83 2.76 0.30 MS 2.27 4.01 0.56 RL 0.23 0.69 1.10 r"17411 14 LL -0.58 2.76 0.21 LL 2.10 4.93 0.43 LL 0.23 -0.13 0.80 15 RL 0.83 2.76 0.30 MS 2.25 4.01 0.56 RL 0.24 0.68 1.10�;'�� wa•wn +•••+.,v...«.,.... _.......__... -- '.,...,...., ....u..wr++'icrmtc5:4xinFS =w: vrn.l....nn nnu. ,. ,.uy.r..m�^ rer�YSY6f+ 71W. rtAVk 7NtG-!nkDWtIWRh+tx`rtY.ne s. «•. ran •.f':a•wr+rxr.vtN'+Wr - , 1 1 r. """5/23/02 """- ROOfDe cit Poge 1= L q 17 RL 0.78 2.76 0.28 MS 1.98 4.01 0.49 RL ' 0.19 0.'55 1.10 " } 18 LL -0.72 2.76 0.26 MS 1.36 3.45 0.39 LL 0.20 0.17 0.83 19 LS -0.03 2.76 0.01 LS 0.00 4.93 0.00 LS 0.00 -0.02 A . UNBRACE LENGTHS ' i Span Minor . • Q • Id Major LS LL MS RL RS Z Z tY - - -- uJ . 2 16.7 0.0 8.3 8.3 0.0 0.0 Q 3 22.0 0.0 0.0 7.3 0.0 0.0 J U 4 16.0 0.0 . • .'0 6.7 0.0 0.0 • U 0 5 22.0 0.0 0.0 7.3 0.0 0.0 N 6 16.0 0.0 0.0 0.0 0.0 0.0 W I 7 22.0 0.0 0.0 7.3 0.0 0.0 co 8 16.0 0.0 0.0 0.0 0.0 0.0 W O 9 22.0 0.0 0.0 7.3 0.0 0.0 , 2 } 1• 10 16.0 0.0 0.0 0. 0 0.0 0.0 Q 11 22.0 0.0 0.0 7.3 0.0 0.0 LL 12 16.0 0.0 0.0 0.0 0.0 0.0 N C7 13 22.0 0.0 0.0 7.3 0.0 0.0 Z w 14 16.0 0.0 0.0 0.0 0.0 0.0 r Z H 15 22.0 0.0 0.0 7.3 0.0 0.0 16 16.0 0.0 0.0 6.7 0.0 0.0 Z O 17 22.0 0.0 0.0 7.3 0.0 0.0 U1 18 16.7 0.0 0.0 8.3 8.3 0.0 . U m O N ' O F- LAP BOLT SHEAR: W = W i LAP BOLT SHEAR RATIO ,•"" 1- Span SHEAR(k ) ( 0.5in A307 ) - O` Id Left Right Left Right • w Z U N . 2 0.39 0.13 - 0" 3 0.39 0.57 0.13 0.20 Z j 4 0.57 0.65 0.20 0.22 ' 5 0.65 0.63 0.22 0.22 5 . i 6 0.63 0.64 0.22 0.22 7 0.64 0.64 0.22 0.22 8 0.64 0.64 0.22 0.22 9 0.64 0.64 0.22. 0.22 10 0.64 0.64 0.22 0.22 . ' ! 11 0.64 0.64 0.22 0.22 S 12 0.64 0.64 0.22 0.22 13 0.64 0.64 0.22 0.22 14 0.64 0.63 0.22 0.22 15 0.63 0.65 0.22 -0 22 16 0.65 0.57 0.22 0.20 _ 17 0.57 0.39 0.20 0.13 . 18 0.39 0.13 1 `"" DEFLECTION: • ` iW4 •W ; LOAD COMBINATION # 1 . LL `'�v� }�` Span DEFLECTION (in) , # ,,. .1 t, - Id - Calc Allow Ratio B •"' 1 1 0.02 r .4 4:7 ; 2 -0.18 0.83 0.22 .3 -0.59 1.10 0.54 "'" r�x rP `�� 4 i - I ' t 1- .._..«..5/23%02 .. _ ........ ,. RootDea.out Paget, 4 0.12 0.80 0.15. • • 090 5 -0.73 1.10 0.67 • 6 0.15 0.80 0.18 7 -0.74 1.10 0.68 8 0.15 0.80 0.18 A 9 -0.74 1.10 0.68 . 10 , 0.15 0.80 0.18 11 -0.74 1.10 0.68 12 0.15 0.80 0.18 Z 13 -0.74 1.10 0.68 , H , J.... :Z 14 0.15 0.80 0.18 W 15 -0.73 1.10 0.67 Q ? 16 0.12 0.80 0.15 6 17 -0.59 1.10.. "0.54 UO 18 -0.18 0.83 0.22 O 19 0.02 J = Mu. W O ' LOAD COMBINATION # 2 : WS , . 2 Span DEFLECTION(in) u_ Q Id Calc Allow Ratio . MI d - - -- Z 1 -0.02 f I-- Zip- 2 0.19 0.83 0.22 3 0.61 1.10 0.55 O Z ff : 4 -0.12 0.80 0.15 W ? 5 0.76 1.10 0.69 Do 6 -0.15 0.80 0.19 °U) 7 0.77 1.10 0.70 g F- 8 -0.15 0.80 0.19 -- 9 0.77 1.10 0.70 W U 10 -0.15 0.80 0.19 �r LL 11 0.77 1.10 0.70 -' 12 -0.15 0.80 0.19 Ui Z 13 0.77 1.10 0.70 0 = . 14 -0.15 0.80 0.19 • ~ O 1- • 15 0.76 1.10 0.69 Z 16 -0.12 0.80 0.15 i 17 0.61 1.10 0.55 . 18 0.19 0.83 0.22 19 -0.02 C01987 Steelcraft Hn Purlin Design Report 5/23/02 3:45pm ' "'ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 • PURLIN LAYOUT: i ? ' ` Bay Span Purlin Span La Dist(ft) No. No: Unit Total ► P an P_ . ,; , :; Y6 ?M Y P an Id Id Size (ft) Left Right Space Row Brace Weight Weight Ar�';•w' <q' <k Y•r 1 802,5Z16 0.33 3.60 5 0 ' 0.9 . 4.5 1 _ , ' 1 2 8025Z16 /6.70 2.33 3.60 5 1' 51.2 256.0 2 3 8025Z16 • 22.00 • 2.33 2.33 3.60 5 2 71.7 358.7 ) ,. •_ ;�.'t 3 4 8025Z16 . 16.00 2.33 2.33 3.60 5 1 55.6 278.0 . ; „ ., 3i 4 5 8025Z14 22.00 2.33 2.33 3.60 5 2 ' 90.3 451.3 ;; 5 6 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 �' "' $ 6 7 8025Z14 22.00' 2.33 2.33 3.60 5 2' 90.3 451.3 [U2aj • . • .' . •• r •:'" r ;.. • ' :.• .., • + : "ni5.,u,.t t t n W :+w.. t.a . • e. .. .1 . .. a:.74YY 6 ' ' YLLnSCar�r+v+,ww. .. _.«,..r.n.on rN a.fx'r.wtNrrt4 1 -. - " 5/23/02 .. .RoofDes.out� - ---- _- _........ --, - »».,.... �.� Page I' 7 8 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 Q J 8 9 8025Z14 22.00 2.33 2.33 3.60 5 2 90.3 451.5 ! 9 10 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 10 11 8025Z14 22.00 2.33 2.33 3.60 5 2 90.3 451.3 - 11 12 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 12 13 8025Z14 22.00 2.33 2.33 3.60 5 2 • 90.3 451.3 ! 13 14 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 14 15 8025Z14 22.00 2.33 2.33 3.60 5 2 90.3 . 451.3 Z 15 16 8025Z16 16.00 2.33 2.33 3.60 5 1 55.6 278.0 . . ♦ . �` 5/23/02 . RoofDes,out """" , -- - . - - 5/23/02 ' _ ... - _.,..... RoofDes.out -- .... •....,....... page 1' • __ • 09 6 RL 0.47 2.76 0.17 RL 1.42 4.93 0.29 RL 0.11 -0.12 0.80 Z 7 LL -0.72 5.52 0.13 MS 2.29 5.52 0.41 LS 0.05 0.56 1.10 U N 8 RL 0.47 2.76 0.17 RL 1.42 4.93 0.29 RL 0.11 -0.12 0.80 H T 9 LL -0.72 5.52 0.13 MS 2.29 5.52 0.41 LS 0.05 0.56 1.10 O1- 10 RL 0.47 2.76 0.17 RL 1.42 4.93 0.29 RL 0.11 -0.12 0.80 Z 11 RL 0.72 5.52 0.13 MS 2.29 5.52 0.41 RS 0.05 0.56 1.10. 12 LL • -0.47 2.76 0.17 LL 1.42 4.93 0.29 LL 0.11 -0.12 0.80 13 RL 0.72 5.52 0.13 MS 2.29 5.52 0.41 RS 0.05 0.56 1.10 14 LL . -0.47 2.76 0.17 LL 1.42 4.93 0.29 LL 0.11 -0.12 '0.80 1 15 RL 0.72 5.52 0.13 MS 2.28 5.52 0.41 RS 0.05 0.56 1.10 16 LL -0.48 2.76 0.18 LL 1.43 4.93 0.29 LL 0.12 -0.11 0.80 ' 17 RL 0.77 2.76 0.28 MS 1.94 4.01 0.48 RL 0.19 0.53 1.10 18 LL -0.72 2.76 0.26 MS 1.37 3.45 0.40 LL 0.19 0.17 0.83 . 0 . 19 LS -0.03 2.76 0.01 LS 0.00 4.93 0.00 LS 0.00 -0.02 . UNBRACE LENGTHS a--- j Span Minor : - - -- Id Major LS LL MS RL RS i' ;j • 2 16.7 0.0 8.3 8.3 0.0 0.0 0 I! 2, 3 22.0 0.0 0.0 7.3 0.0 0.0 , A 4 16.0 0.0 0.0 0.0 0.0 0.0 ,.' 5 22.0 0.0 0.0 7.3 0.0 0.0 ( 6 16.0 0.0 0.0 0.0 0.0 0.0 " ., 7 22.0 0.0 0.0 7.3 0.0 0.0 i r 8 16.0 0.0 0.0 0.0 0.0 0.0 . O, n�, 9 22.0 0.0 0.0 7.1 0.0 0.0 r,w • 10 16.0 0.0 0.0 0.0 0.0 0.0 f'b ,.> J, 11 22.0 0. 0 0.0 7.3 0.0 0.0 , '41'x . 12 16.0 0.0 0.0 0.0 0.0 0 .0 e. „r 13 22.0 0.0 0.0 7.3 0.0 0.0 ` . 7 14 16.0 0.0 0.0 0.0 0.0 0.0 `. - _ , - V. -- - -�' 4 1 512342 -- - -- ROOfDes.out -- _..._.._ r -ti Page 2 4 15 22.0 0.0 0.0 7.3 0.0 0.0 0 9 4 16 16.0 0.0 0.0 0.0 0.0 0.0 ' 17 22.0 0.0 0.0 7.3 0.0 0.0 ' 18 16.7 0.0 0.0 8.3 8.3 0.0 A LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Z Span SHEAR(k ) ( 0.5in A307 ) H Id Left Right Left Right j." W - - -- - - -- - - - -- - - -- - - - -- Q LLI D D 2 0.39 0.13 J U 3 0.39 0.28 ..0.13 0.09 00 4 0.28 0.33 0.09 0.11 N 5 0.27 0.26 0.09 0.09 J = 6 0.33 0.33 0.11 0.11 COW 7 0.26 0.26 0.09 0.09 W O 8 0.33 0.33 0.11 0.11 , 2 } . 1 9 0.26 0.26 0.09 0.09 • g:71 10 0.33 0.33 0.11 0.11 11 0.26 0.26 0.09 0.09 • D 12 0.33 0.33 0.11 0.11 Z W ' 13 0.26 0.26 0.09 0.09 + Z E 14 0.33 0.33 0.11 0.11 O 15 0.26 0.27 0.09 0.09 ZI 16 0.33 0.28 0.11 0.09 11J uj 17 0.28 0.39 0.09 0.13 . 18 0.39 0.13 U N O 431- DEFLECTION: = 0 j Z ` LOAD COMBINATION # 1 : LL U H H Span DEFLECTION(in) Z Id Calc Allow Ratio 1 0.02 . 2 -0.19 0.83 0.22 _ ' ., 3 -0.57 1.10 0.52 { 1 4 0.12 0.80 0.14 . 5 . -0.60 1.10 0.55 6 0.13 0.80 0.16 • 7 " -0.61 1.10 0.55 8 0.13 0.80 0.16 9 -0.61 1.10 0.55 10 0.13 0.80 0.16 11 -0.61 1.10 0.55 12 0.13 0.80 0.16 .:: j 13 -0.61 1.10 0.55 114 14 0.13 0.80 0.16 r ` • 15 -0.60 1.10 0.55 ' " --'" : < " 16 0.12 0.80 0.14 • k•t ,,,..7- 17 -0.57 1.10 0.52 ;`? ?M, 18 -0.19 0.83 0.22 / -' L` 1 1 ' A F 19 0.02 a r . r ?� } (4r11 t LOAD COMBINATION # 2 : WS Span DEFLECTION(in) 1 Id Calc Allow Ratio �� 1 -0.02 ! L°> zd a:'r 1 .. .. .. ......n.i.v.t�.:.._ W.. ww... +....,.. ,..,.3wL:.ar.,.u.,...,..AJ. •.•y,ivi.ly,' •. ........ ... .. ...... ..i i.. �it a' f. ..iW4dt4✓.r.L4iih.wLtiUiSwwn .r ,+ww,.t.VtYwbM.t.Wd'/16w 01 7 ' - .- ---k.0.-- i ... _._ 5/23/02 ._ . •._.,«.,..,., ,. _ - ,.........,........... ..� .---- ..�... RoofDes:out Puge 2 • • r 095 ! 2 0.19 0.83 0.23 3 0.59 1.10 0.54 4 -0.12 0.80 0.15 • . 5 0.62 1.10 0.56 6 -0.13 0.80 0.17 7 0.62 1.10 0.57 ' 8 . -0.13 0.80 0.17 ! 9 0.62 1.10 0.57 10 -0.13 0.80 0.17 Z 11 0.62 1.10 0.57 , ',- .. 12 -0.13 0.80 0.17 iH Z LLJ 13 0.62 1.10 0.57 cC Q 2 14 -0.13 0.80 . 0.17 J U ` 15 0.62 1.1Q•. '0.56 00 16 -0.12 0.80 0.15 . COO 17 0.59 1.10 0.54 W = 18 0.19 0.83 0.23 N LL 19 -0.02 O W } C01987 Steelcraft Hn Purlin Design Report 5/23/02 3:45pm Q LL (0: i H w f Z H ROOF PURLIN Z O 0 W DESIGN RUN # 2, SURFACE # 3 ? m U O N o f PURLIN LAYOUT: I r- • W I H Bay Span Purlin Span Lap Dist(ft) No. No. Unit Total - O Id • Id Size (ft) Left Right Space Row Brace Weight Weight t jj Z c - - - -- - -- U U 1 8025Z16 0.33 3.06 1 0 0.9 0.9 . 1 - 1 2 8025Z16 16.70 2.33 3.06 1 1 51.2 51.2 Z 2 3 8025Z16 22.00 2.33 2.33 3.06 1 2 71.7 71.7 3 4 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 . 4 5 8025Z14 22.00 2.33 2.33 3.06 1 2 90.3 90.3 5 6 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 6 7 8025Z14 22.00 2.33 2.33 3.06 1 .2 90.3 90.3 . • 7 8 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 • 8 9 8025Z14 22.00 2.33 2.33 3.06 1 2 90.3 90.3 9 10 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 . . 10 11 8025Z14 22.00 2.33 2.33 3.06 1 2 90.3 90.3 ' 11 12 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 12 13 8025Z14 22.00 2.33 2.33 3.06 1 2 90.3 90.3 • 13 14 8025Z16 16.00 2.33 2.33 3.06 1 :::7-- _1 55.6 55.6 14 15 8025Z14 22.00 2.33 2.33 3.06 1 2 90.3 90.3 15 16 8025Z16 16.00 2.33 2.33 3.06 1 1 55.6 55.6 16 17 8025Z16 22.00 2.33 2.33 3.06 1 2 71.7 71.7 ` 17 18 8025Z16 16.70 2.33 3.06 1 1 51.2 51.2 '' 19 8025Z16 0.33 3.06 1 0 0.9 0.9 "'" '''� "'" Total (lb) = 1178.4 r s ' ;h .y Y �� V I Purlin DL= 1.20 (psf ) t`r r • I LOAD COMBINATION # 1 : DL +CO +LL 1,4t2 i c t 1 ``:," PURLIN ANALYSIS: ,, .. - .. . .....u, .. „ .x..:2Gi.:.. mow...... �. .. r. wu:.v. MNP., ..1 . ,.. - r. - ,..,.,,,.,... .,.,i, ,.o., w' , t ,..:.....s.- .,....e «`. w+buei twsa�3 a I , _ ( = I 3 1.07 0.86 -0.75 -0.97 4.05 1.80 -2.16 11.57 0.88 2.88 Z 4 0.73 0.51 -0.54 -0.76 2.88 1.44 0.03 7.85 1.59 3.10 5 1.02 0.81 -0.80 -1.02 3.10 0.97 -2.53 11.03 0.92 3.04 W 6 0.74 0.52 -0.53 -0.74 3.04 1.57 0.09 7.99 1.58 3.06 re 2 ' 14 -0.57 -0.40 0.40 0.56 -2.33 -1.21 -0.07 8.01 -1.20 -2.32 ' 15 -0.78 -0.61 0.61 0.78 -2.32 -0.71 1.93 10.97 -0.74 -2.37 16 -0.58 -0.41 0.39 0.55 -2.37 -1.22 -0.02 8.15 -1.10 - 2.20 ' . 17 -0.74 -0.57 0.65 0.82 -2.20 -0.67 1.64 10.43 -1.37 -3.09 i,r 4; 18 -0.77 -0.61 0.41 -3.09 -1.47 1.16 10.96 0.00 ti 19 -0.02 0.00 0.00 . 0.00 0.33 0.00 .{'J 1 • .t14 1 } STRENGTH /DEFLECTION: °x".' - s .1; ..1 d, ?.: i "••.,; 5, :,:. ., i:y.p.G: rJl. :..!.. ° •' /ms's - -i xw;uJ:Yla . • .t.:..nr.... .n.n 1pUtwRVwklwwa.•w+ ....,,. ww. m, mnnrar• ar•+ rbu* C+ 1►7Y?'4M+1= 1V1:'wM!'MO1?9lMYSrr ntMe xro9le^NbU. _ ........ ,. .. ...... YNwatMbRY . --- . ..- 5/23/02 ....._.- ...... -- ..- _..._.. ^. ....- .- Ramea,ou! .'"r..".- '_""".- .,...""'.' Pa;c ' , ,. . . , - �; ∎r "V .,• 1 • ........5/23/02 Rirapi u .... --.•.. »--.. w - ....._.__. r :: , �\ • i . 4. Page 2 14 0.28 0.28 0.09 0.09 0 9 1 15 0.22 0.23 0.08 0.08 lI 16 0.28 0.24 0.10 0.08 17 0.24 0.33 0.08 0.11 ! 18 0.33 0.11 F DEFLECTION: . Z iF-2: LOAD COMBINATION # 1 : LL • Q 2 • J U Span DEFLECTION (in). ' . 00 Id Calc Allow Ratio U) Cl - - -- W = 1 0.01 ;I-. 2 -0.16 0.83 0.19 - O 3 -0.49 1.10 0.44 • 4 0.10 0.80 0.12 Q 5 -0.51 1.10 0.46 LL Q 6 0.11 0.80 0.14 0) D 7 -0.51 1.10 0.47 = W al 8 0.11 0.80 0.14 . I o 9 -0.51 1.10 0.47 ? 11- 10 0.11 0.80 0.14 Z O 11 -0.51 1.10 0.47 !NEW 12 0.11 0.80 0.14 13 -0.51 1.10 0.47 00 14 0.11 0.80 0.14 0-01- , 15 -0.51 1.10 0.46 16 0.10 0.80 0.12. = U 17 -0.49 1.10 0.44 ~ - 18 -0.16 0.83 0.19 � - O 19 0.01 Z . U - F: _. CO LOAD COMBINATION # 2 : WS Span DEFLECTION(in) I Id Calc Allow Ratio 1 -0.02 �.. 2 0.16 0.83 0.20 . 3 0.50 1.10 0.46 4 -0.10 0.80 0.13 . 5 0.52 1.10 0.48 6 -0.11 0.80 0.14 . 7 0.53 1.10 0.48 8 -0.11 0.80 0.14 `_ . 9 0.53 1.10 0.48 10 -0.11 0.80 0.14 11 0.53 1.10 0.48 4 L 12 -0.11 0.8 0 0.14 ;;x;74 .x r 13 0.53 1.10 0.48 b r`5 i 14 -0.11 0.80 0.14 F '.'� ' , x i i 15 0.52 1.10 0.48 p ',' ' • 16 -0.10 0.80 0.13 17 0.50 1.10 0.46 t irr 18 0.16 0.83 0.20'4J,'' 19 -Q.02 C01987 Steelcraft Hn $urlin Design Report 5/23/02 3:45pm ,;.x .. . qE' A w•. „::"'r ..... ...... r.x......c .i, r'c..... �._. ... �. _. . ._.._- JMaNMV.. •lYiWLItG, - f.4!":41'G1:1 1 . LI:ri..), • . ' , ... { 5/23/02 ItoofDea.out Pa gc 2 4 1 0.0 ROOF PURLIN • { DESIGN RUN # 2, SURFACE # 3 • A ` PURLIN LAYOUT: ' ZZ Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total S Id - Id -- Size -- (ft) Left Right Space Row Brace Weight Weight ' CL � � 1 8025Z16 0.33 1.95 1 0 0.9 0.9 0 1 2 8025Z16 . 2.33 1.95 1 1 51.2 51.2 0 O 2 3 8025Z16 22.00 2.33 2.33 1.95 1 2 71.7 71.7 CA 0 3 4 8025Z16 16.00 2.33 2.33 1.95 1 1 55.6 55.6 W H 4 5 8025Z14 22.00 2.33 2.33 1.95 1 2 90.3 90.3 N 5 6 8025Z16 16.00 2.33 2.33 1.95 1 1 55.6 55.6 W O 6 7 8025Z14 22.00 2.33 2.33 1.95 1 2, 90.3 90.3 }} 7 8 8025Z16 16.00 2.33 • 2.33 1.95 1 1 55.6 55.6 . 2 J 8 9 8025Z14 22.00 2.33 2.33 1.95 1 2 90.3 90.3 LL Q 9 10 8025Z16 16.00 2.33 2.33 1.95 1 1 55.6 55.6 N 0 11 8025Z14 22.00 2.33 2.33 1.95 1 2 90.3 90.3 ICI W 11 12 8025Z16 16.00 2.33 2.33 1.95 1 1 55.6 55.6 + Z = , 12 13 8025Z14 22.00 2.33 2.33 1.95 1 2 90.3 90.3 - 1 '" 13 14 8025Z16 16.00 2.33 2.33 1.95 1 1 55.6 55.6 1212 14 15 8025Z14 22.00 2.33 2.33 1.95 1 2 90.3 90.3 W W 15 16 8025Z16 16.00 '2.33 2.33 1.95 1 1 55.6 55.6 2 D 16 17 8025Z16 22.00 2.33 2.33 1.95 1 2 71.7 71.7 U N 17 18 8025Z16 16.70 2.33 1.95 1 1 51.2 51.2 0 - 19 8025Z16 0.33 1.95 1 0 0.9 0.9 Will j Total(lb) =,- 1178.4 U i u- 0 I Purlin DL= • 1.88 (psf ) LLj Z ■ i - - 0 H. . LOAD COMBINATION # 1 : DL +CO +LL Z PURLIN ANALYSIS: '. } SHEAR(k ) MOMENT(f -k ) • Span Left Left Right Right Left Left Mid -Span Right Right • . ' Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.02 0.00 0.00 0.00 . 0.00 2 0.34 -0.51 -0.65 0.00 -0.97 5.74 " 1.23 2.58 3 0.68 0.55 -0.48 -0.62 2.58 1.15 -1.37 11.57 0.56 1.84 4 0.46 0.33 -0.34 -0.48 1.84 0.92 0.02 7.85 1.02 1.98 5 0.65 0.51 -0.51 -0.65 1.98 0.62 -1.61 11.03 0.59 1.94 ?A` ^'s r 6 0.47 0.33 -0.34 -0.47 1.94 1.00 0.06 7.99 1.01 1.95 #it.04.1, ;. ; l 7 �" 7 0.65 0.51 -0.51 -0.65 1.95 0.60 -1.62 11.00 0.59 1.95 `,Q,, 8 0.47 0.33 -0.33 -0.47 1.95 1.01 0.06 8.00 1.01 1.95 ; , 9 0.65 0.51 -0.51 -0.65 1.95 0.59 -1.62 11.00 0.59 1.95 `.; 10 0.47 0.33 -0.33 -0.47 1.95 1.01 0.06 8.00 1.01 1.95 11 0.65 0.51 -0.51 -0.65 1.95 0.59 -1.62 11.00 0.59 1.95 {�'; , . 12 0.47 0.33 -0.33 -0.47 1.95 1.01 0.06 8.00 1.01 1.95. V r' •.;;. 13 0.65 0.51 -0.51 -0.65 1.95 0.59 -1.62 11.00 0.60 1.95 ; . �'' �. 14 0.47 0.34 -0.33 ' -0.47 1.95 1.01 0.06 8.01 1.00 1.94 '` 15 0.65 0.51 -0.51 -0.65 1.94 0.59 -1.61 10.97 0.62 1.98 ° Ct ,, 16 0.48 '0.34 -0.33 -0.46 1.98 1.02 0.02 8.15 0.92 1.84 ,,.. 17 0.62 0.48 -0.55 -0.68 1.84 0.56 -1.37 10.43 1.15 2.58 ,: 18 0.65 0.51 -0.34 2.58 1.23 -0.97 10.96 0.00 � 19 0.02• 0.00 0.00 0.00 0.33 0.00 fi « t ; :;I: .d; ...,....... ! +;ca`b:K,3s.c:h?: `4$al.di;U;:rn +•.+. .. .... ..:.ra- wwe44J;:4a nh?'`�r�lii•`F lii'34"t '4b3t�'Mr.44V.. .v...... .........,,<. .o.w. ,•vn . - � . 4 "'" 5123102 w�... --.-. """'" "RoofDes.ou "t e : ■ r � . . . /�° . . P 2 t . 101 . STRENGTH /DEFLECTION: • I Span SHEAR(k ) MOMENT(f -k ) - - -- Mom +Shr DEFLBCTION(in) _ Id Loc Calc Allow UC Loc Calc Allow UC Loc UC' Calc Allow 1 RS -0.02 2.07 0.01 RS 0.00 3.71 0.00 RS 0.00 0.01 Z 2 RL -0.51 2.07 0.25 RS 1.29 3.71 0.35 RL 0.17 -0.12 0.83 3 LL 0.55 2.07 0.26 MS 1.37 3.71 0.37 LL 0.17 -0.38 1.10 J.-1Z 4 RL -0.34 2.07 0.17 RL 1.02 3.63 0.28 RL 0.10 0.08 0.80 5 LL 0.51 4.15 0.12 MS 1.61 5.69 0.28 LS 0.05 -0.40 1.10 � : app .. pgN!Iri MIIIAIS�A I 'XVI"/.wea »+M.aWfl$ MR.VWnwrweQM.� F2!1 krN.s .. ... .. ......,. u,r hYW'T� ,. .. .1d�^`.iYYN+V[ W ',• <.• ?iY6✓'. 1 S ■ ■ , • L...- 5123102 RafDs e. ir - ___'\ Page 2 L • 10 UNBRACE LENGTHS Span Minor- Id Major LS LL MS RL RS F . 2 . 16.7 0.0 8.3 8.3 0.0 0.0 3 22.0 0.0 0.0 7.3 0.0 0.0 Z 4 16.0 0.0 0.0 0.0 0.0 0.0 H 5 22.0 0.0 0.0 7.3 0.0 0.0 ` 6 16.0 0.0 0.0 0.0 0.0 0.0 . . , I % . ----- 5/23/02 `...,""'""Ro`iDea,ou�.- "r"w" Page 3 I .: • 4. 9 -0.33 1.10 0.30 10 0.07 0.80 0.09 11 -0.33 1.10 0.30 • 12 0.07 0.80 0.09 13 -0.33 1.10 0.30 . . 14 0.07 0.80 0.09 15 . -0.32 1.10 0.30 16 0.06 0.80 0.08 17 -0.31 1.10 0.28 Z 18 -0.10 0.83 0.12 , 1f.: 19 0.01 1 -.- W Or 2 6 JU LOAD COMBINATION # 2. :. WS WO • i N 0 . co W Span DEFLECTION(in) J = Id Calc Allow Ratio I- - - -- N L W O 1 -0.01 2 �. 1 2 0.10 0.83 0.12 . q i 3 0.32 1.10 0.29 LL Q 4 -0.06 0.80 0.08 CO d 5 0.33 1.10 0.30 = W 6 -0.07 0.80 0.09 F' _ 7 0.34 1.10 0.31 Z f 8 -0.07 0.80 0.09 E O 9 0.34 1.10 0.31 Milli 1 10 -0.07 0.80 0.09 j n : 11 0.34 1.10 0.31 12 -0.07 0.80 0.09 !O N 13 0.34 1.10 0.31 UJ W .14 -0.07 0.80 0.09 I U 15 0.33 1.10 0.30 --- . } 16 -0.06 0.80 0.08 �"O i 17 0.32 1.10 0.29 w Z 18 0.10 0.83 0.12 U N 19 -0.01 ~ O H , • - Z C01987 Steelcraft Hn Purlin Design Report 5/23/02 3:45pm . TOP PURLIN EXTENSION ID # 1, WALL # 4 . (Extension Width= 2.00) . -- , .. No Purlins Required! � ` 1,"V • ! }ci _4d, s . y ° f i' ,intirn /lsr t '*�,si C01987 Steelcraft Hn Extension Eave Strut Design Report 5/23/02 3:45pm ;. !:i4 , I 41m. EAVE STRUT ` ',� t a EXTENSION ID # 1, WALL # 4 i d �R r p, - (Extension Width= 2.00) ;�. ~. E ■ F ! .. 7 , .- -' - 2 0.53 14.53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 - i' 8 1 0.21 10.93 0.02 0.84 8.03 0.10 -0.10 1.3 0.07 2 0.38 14.53 0.03 1.50 10.68 0.14 0.17 1.0 0.17 ~_ 9 1 0.30 10.93 0.03 1.61 8.03 0.20 -0.36 1.8 0.19 , 2 0.53 14.53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 A ; . 10 1 0.21 10.93 0.02 0.84 8.03 0.10 -0.10 1.3 0.07 ' {, , ,, . 2 0.38 14.53 0.03 1.50 10.68 0.14 0.17 1.0 0.17 $y " t ,, � , i 11 . 1 0.30 10.93 0.03 1.61 8.03 0.20 -0.36 1.8 0.19 ' `- ' asp, 2 0.53 14.53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 V • • 12 1 0.21 10.93 0.02 0.84 8.03 0.10 -0.10 1.3 0.07 R``k '` 2 0.38 14.53 0.03 1.50 10.68 0.14 0.17 1.0 0.17 5 ;,,-; 13 1. 0.30 .10.93 0.03 1.61 8.03 0.20 -0.36 1.8 0.19 2 0.53 14.53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 ;'s '::K 14 1 , 0.21 10.93 0.02 0.84 8.03 0.10 -0.10 1.3 0.07 1 4 • W ; 2 0.38 14.53 0.03 1.50 10.68 0.14 0.17 1.0 0.17 l i . 15 1 0.30 10.93 0.03 1.61 8.03 0.20 -0.36 1.8 0.19 ''x !` :� 2 -0.53 14 .53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 ' i', ;.; � 16 1 0.21 10.93 0.02 0.84 8.03 0.10 -0.10 1.3 0.07 h,, ,.. I 2 0.38 14.53 0.03 1.50 10.68 0.14 0.17 1.0 0.17 17 1 0.30 10.93 0.03 1.61 8.03 0.20 -0.36 1.8 0.19 "4 , .. ,. ' . . ' V .. , a .\'..r ..,. .^'.l{i.w.WNf ' i4i.:tiL,. <. �4'..Yh...l.. ...�a.a.aW w.. . CMMniR)GlM!f NAW�:Y111!!L'14itiMntt V .. . . ... ..« «ran ,eees.w.MwalnNMINW..aaMw sneYN✓uenw.wW..iw....u.......a .....+nV.. r..w...eYS Fl 1. .inFi1+YS1'Y: e 1 , - . -, - - L "''"'5/23/02 " RtDsut P9 e 3 frosi - i 2 0.53 14.53 0.04 2.87 10.68 0.27 0.64 1.4 0.44 l�+ 1 18 1 -0.23 10.93 0.02 0.94 8.03 0.12 -0.12 1.4 0.09 . C 1 2 0.40 14.53 0.03 1.67 10.68 0.16 0.22 1.1 0.20 • 19 1 0.01 10.93 0.00 0.00 8.03 0.00 0.01 • 2 -0.02 14.53 0.00 0.00 10.68 0.00 -0.01 R . i . { DEFLECTION: z I w LOAD COMBINATION # 1 : LL 6 = • UO Span DEFLECTION (in.). • N O • Id Calc Allow Ratio W = - - -- )- 1 0.01 Mu. 2 -0.11 1.42 0.08 W 3 -0.33 1.86 0.18 2QQ 4 -0.09 1.34 0.07 LL Q. 5 -0.33 1.86 0.18 6 -0.09 1.34 0.07 = O 7 -0.33 1.86 0.18 I- W 8 -0.09 1.34 0.07 2 :1 a: -- 9 -0.33 1.86 0.18 + I-- O 10 -0.09 1.34 0.07 WI" 11 -0.33 1.86 0.18 2 D . 12 -0.09 1.34 0.07 U O 13 -0.33 1.86 0.18 0 - 14 -0.09 1.34 0.07 - O H 15 -0.33 1.86 0.18 . = W 16 -0.09 1.34 0.07 F- U 17 -0.33 1.86 0.18 ,.-�- _ . ~ 18 -0.11 1.42 0.08 Z 19 0.01 U N.. O F LOAD COMBINATION # 2 : WS Z Span DEFLECTION(in) . Id Calc Allow Ratio • 1 • -0.01 2 0.23 1.10 0.21 3 0.67 1.44 0.46 • 4 0.18 1.04 0.18 • . : 5 0.67 1.44 0.46 . • 1 6 0.18 1.04 0.18 _7 0.67 1.44 0.46 I ' _ 0.18 1.04 0.18 i ! 9 0.67 1.44 0.46 10 0.18 1.04 0.18 - T.� ' 11 0.67 1.44 0.46 ; , '` - 12 0.18 1.04 0.18 .:`-',Ya4-�', ' 13 0.67 1.44 0.46 , 14 0.18 1.04 0.1$ u. °t I 15 0.67 1.44 0.46 ; ^`��'' � 16 0.18 1.04 0.18 i Aiiiii 17 0.6 7 1.4 4 0.4 6 18 0 .2 3 1.10 0 .21 19 -0,.01 ' 1 TY C01987 Steelcraft Hn Roof Panel Report 5/23/02 3:45pm .. I 1 - I - -- k. Cr �.l 1 ..""'5/23/02 `�- _ _ __ ._� /. Page 3. .3. . 1 07 ROOF PANEL DATA: • Panel: R3624 ; Type = R6 ; Gage = 24.00 ; Yield = 50.0 , MOMENTS & DEFLECTIONS: . . Moment (ft- lb /ft) Surf Purlin Load Support Midspan -- Deflect(in) -- Z Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio • H Z - - -- e` W 2 3.604 D +L 38.0 155.0 0.24 -27.3 145.0 0.19 -0.03 0.240 0.12 QQ m i D +WP . 3.5 206.2 0.02 -2.5 192.9 0.01 0.00 0.240 0.00 • I D +WS -39.8 192.9 0.21 28.6 206.2 0.14 0.04 0.240 0.15 C.)0 i N W I J 1.. f 3 3.604 D +L 38.0 155.0 0.24 -27.3 145.0 0.19 -0.03 0.240 0.12 (0 LL D +WP 3.5 206.2 0.02 -2.5 192.9 0.01 0.00 0.240 0.00 W O D +WS -39.8 192.9 0.21 28.6 206.2 0.10 0.04 0.240 0.15 2 N = W . C01987 Steelcraft Hn Extension Panel Report 5/23/02 3:45pm j . Z H Z� W u j EXTENSION PANEL DATA: U N O Ext 0 H Id Part Type Gage Yield = U 1R R3624 R6 24.00 50.0 . I- r ___ ' -O Moment (ft- lb /ft) u,j U- Ext Purlin Load Support Midspan -- Deflect(in) -- , Id Space Id Calc ~O F • - - -- Z 1R 2.007 D +L • 0.0 155.0 0.00 -13.8 145.0 0.09 -0.01 0.134 0.04 D +WP 0.0 206.2 0.00 -1.3 192.9 0.01 0.00 0.134 0.00 . D +WS 0.0 206.2 0.00 14.4 206.2 0.07 0.01 0.134 0.05 1 i R - Roof Panel C01987 Steelcraft Hn Roof Diagonal Bracing Report 5/23/02 3:45pm Panel Shear (Allow) = 0.0 Panel Shear (Calc ) = 38.0 1. <. 4 Brace Loc. Dia Brace Diag_Force(k ) Brace_Tension(k ) Bay _ g_ g_ ,r-,1 r, Id Start End Type Size Part Wind Seismic Calc Allow ' ' ' - -- - - -- - - - - -- , m . 3 0.00 14.00 C 0.250 CAB.25 0.97 3.26 3.26 3.33 . 1RI 14.00 22.00 C 0.250 CAB.25 0.05 0.17 0.17 3.33 ,; 22.00 30.00 C 0.250 CAB.25 0.05 0.17 0.17 3.33 t' %• { • 30.QO 46.00 C 0.250 CAB.25 0.97 3.25 3.25 3.33 ,,. , 6 0.0 14.00 C 0.250 CAB.25 0.87 2.91 2.91 3.33 c '�`'s 14.00 22.00 C 0.250 CAB.25 0.05 0.16 0.16 3.33 1 .'•;1 f 22.00 30.00 C 0.250 CAB.25 0.05 0.16 0.16 3.33 .z. I 30.00 46.00 C 0.250 CAB.25 0.85 2.84 2.84 3.33 e' J,' J .1 .•• .. .. ... 1 ., .'A, u:..:1; ?:,:o.+.c..:....< ... 1' .,..•.; \•i i..a T4 ritrd..: :." Ma•Sg1l4NM .. ., ..1.. i. s: T+h r.+iwr anwlw Nx,Nrt>• .....• «,. ...... . x...+..�.'t.:.:r ,.. • / ... % -- . ,, I i - _ - t, Gr ■ ., ~--"5%23702 _ __ RoofDes.out __. ,_------ •- �, s. • / .61 Pnge 3 .� 4 0.65 8.82 0.07 0.39 4.93 0.08 0.14 ' 3 3 30.0 8025Z16 1 2.25 8.82 0.25 0.79 4.01 0.20 0.44 2 2.25 8.82 0.25 0.16 4.93 0.03 0.29 3 1.12 8.82 0.13 1.83 4.93 0.37 0.46 4 1.48 8.82 0.17 0.42 4.93 0.Q9 0.25 . 3 4 30.0 8025Z16 1 2.25 8.82 0.25 0.59 4.=93 0.12 0.36 2 2.25 8.82 0.25 0.12 4.82 0.02 0.28 l , 1 3 1.12 8.82 0.13 1.36 4.82 0.28 0.37 Z i • 4 2.09 8.82 0.24 0.31 4.82 0.06 0.30 3 5 30.0 8025Z14 1 1.52 11.28 0.13 0.93 5.52 0.17 0.29 , 2 1.52 11.28 0.13 0.19 7.57 0.03 0.16 re W 3 0.76 11.28 0.07 2.15 7.57 0.28 0.32 QD ' 4 0.48 11.28 0.04 0.49 7.57 0.07 0.10 J U 3 6' 30.0 8025Z16 1 1.52 8.82 0.17 0.58 4.93 0.12 0.28 00 U) • 2 1.52 8.82 0.17 0.12 4.84 0.02 0.19 3 0.76 8.82 0.09 1.35 4.85 0.28 0.33 J H 4 1.09 8.82 0.12 0.31 4.84 0.06 0.18 U) u_ 3 7 30.0 8025Z14 1 1.52 11.28 0.13 0.93 5.52 0.17 0.29 W O j 2 1.52 11.28 0.13 0.1p 7.57 0.03 0.16 2 I' 3 •0.76 11.28 0.07 2.17 7.57 0.29 0.32 • aa J 1 . 4 1.93 11.28 0.17 0.50 7.57 0.07 0.23 LL 3 8 30.0 8025Z16 1 0.79 8.82 0.09 0.58 4.93 0.12 0.19 C d 2 0.79 8.82 0.09 0.12 4.85 0.02 0.11 H W 3 0.39 8.82 0.04 1.35 4.85 0.28 0.28 Z H 4 0.52 8.82 0.06 0.31 4.85 0.06 0.11 O 3 9 30.0 8025Z14 1 0.79 11.28 0.07 0.93 5.52 0.17 0.22 ILI F- 2 0.79 11.28 0.07 0.19 7.57 0.03 0.09 ui 1 3 0.39 11.28 0.03 2.17 7.57 0.29 0.28 D p 4 0.92 11.28 0.08 0.50 7.57 0.07 0.14 �(� 3 10 30.0 8025Z16 1 0.79 8.82 0.09 0.58 4.93 0.12 0.19 p H 2 0.79 8.82 0.09 0.12 4.85 0.02 0.11 W UJ ' 3 0.39 8.82 0.04 1.35 4.85 0.28 0.28 H O ! 4 1.53 8.82 0.17 0.31 4.85 0,06 0.23 . ~O I 3 11 30.0 8025Z14 1 0.79 11.28 0.07 0.93 5.52 0.17 0.22 2 0.79 11.28 0.07 0.19 7.57 0.03 0.09 ..!Z w 1 . 3 0.39 11.28 0.03 2.17 7.57 0.29 0.28 U I , I • 4 0.92 11.28 0.08 0.50 7.57 0.07 0.14 0 F"' • 3 12 30.0 8025Z16 1 0.79 8.82 0.09 0.58 4.93 0.12 0.19 Z 2 0.79 8.82 0.09 0.12 4.85 0.02 0.11 ' ■ 3. 0.39 8.82 0.04 1.35 4.85 0.28 0.28 4 0.52 8.82 0.06 0.31 4.85 0.06 0.11 3 13 30.0 8025Z14 ' 1 1.52 11.28 0.13 0.93 5.52 0.17 0.29 1 2 1.52 11.28 0.13 0.19 7.57 0.03 0.16 3 0.76 11.28 0.07 2.17 7.57 0.29 0.32 ' 4 1.93 11.28 0.17 0.50 7.57 0.07 0.23 3 14 30.0 8025Z16 1 1.52 8.82 0.17 0.58 4.93 0.12 0.28 • 2 1.52 8.82 0.17 0.12 4.84 0.02 0.19 3 0.76 8.82 0.09 1.35 4.85 0.28 0.33 4 1.09 8.82 0.12 0.31 4.84 0.06 0.18 3 15. '30.0 8025Z14 1 1.52 11.28 0.13 0.93 5.52 0.17 0.29 • 2 1.52 11.28 0.13 0.19 7.57 0.03 0.16 ' 3 0.76 11.28 0.07 2.15 7.57 0.28 0.32 ` 4- --7.: 1, ,,‘1:,, ° r_ • 4 0.48 11.28 0.04 0.49 7.57 0.07 0.10 • 3 16 30.0 8025Z16 1 2.25 8.82 0.25 0.59 4.93 0.12 0.36 ,' .!�:; �' :':'1:L' �,,t,� 2 2.25 8.82 0.25 0.12 4.82 0.02 0.28 4 2.09 8.82 0 .24 0 .31 4 .82 0.06 0.30 'f:: �� 3 . 1.12 8.82 0.13 1.36 4.82 0.28 0.37f ,�' r, k 3' 17 30.0 8025Z16 1 2.25 8.82 0.25 0.79 4.01 0.20 0.44 „�, • • 2 2.25 8.82 0.25 0.16 4.93 0.03 0.29+ +� ~ ' 3 1.12 8.82 0.13 1.83 4.93 0.37 0.46 ' . ' 4 1.48 8.82 0.17 0.42 4.93 0.09 0.25 ' A 3 18 30.0 8025Z16 1 2.25 8.82 0.25 0.56 3.45 0.16 0.40 ; ,, � 2 2.25 8.82 0.25 0.15 4.93 0.03 0.28 � 'rkl & . 3 1.12 8.82 0.13 1.72 4.93 0.35 0.42 � 4 0.65 8.82 0.07 0.39 4.93 0.08 0.14 , . r :th., -S ,.:' . ,,, .: -'• :" ., ..._.. •. ,'. ... ,' , k i ., w.i,.., . ..., .r...lal r vu 1 iw .+ . M .W rG if ♦ M17 'WrN. �1twL'11. 'r`t'.]4R+n , a. ...., n.,.. .,uw .w..irn]wHI.V'eY �.aN �uclww =re. ... ... ,.. .... ..ew .h . .,w , I i - i - rte/ [ ...,•••• RoofDea.out mow- - . Page 3' 4 C01987 Steelcraft Hn Eave Strut Report 5/23/02 3:45pm 11 2 • i i Wall Bay Eave Bay Axial_Calc Axial Axial • 1 Id Id Size Width Wind Seis Allow Ratio Z I . 2 1 ES80Z12 17.03 1.06 0.46 15.34 0.07 . 2 2 ES80Z12 22.00 1.06 4.57 15.34 0.30 `- uj I 2 3 ES80Z12 16.00 0.62 3.98 15.34 0.26 6 0 2 4 ES80Z12 22.00 0.46 1.26 15.34 0.08 U 2 5 ES80Z12 ..3:6.00 0.46 0.67 15.34 0.04 N g 2 6 ES80Z12 22.00 1.23 5.27 15.34 0.34 W = 2 7 ES80Z12 16.00 0.54 2.38 15.34 0.16 W H- 2 8 ES80Z12 22.00 0.54 1.95 15.34 0.13 2 9 ES80Z12 16.00 0.54 1.36 15.34 0.09 W O 2 10 ES80Z12 22.00 1.15 3.67 15.34 0.24 , 2 '' I • 2 11 ES80Z12 16.00 1.15 • 3.08 15.34 0.20 2 12 ES80Z12 22.00 1.15 2.65 15.34 0.17 u. } 2 13 ES80Z12 16.00 0.46 0.67 15.34 0.04 N d 2 14 ES80Z12 22.00 1.75 4.36 15.34 0.28 I 2 15 ES80Z12 16.00 1.75 3.77 15.34 0.25 Z H r 2 16 ES80Z12 22.00 1.06 1.05 15.34 0.07 1-0 • 2 17 ES80Z12 17.03 1.06 0.46 15.34 0.07 Z1- WW 4 17 ES80Z12 17.03 0.94 0.44 15.34 0.06 j p 4 16 ES80Z12 22.00 0.94 1.01 15.34 0.07 U 4 15 ES80Z12 16.00 1.67 3.88 15.34 0.25 C)-- N CIF- 4 14 ES80Z12 22.00 1.67 4.45 15.34 0.29 W W • 4 13 ES80Z12 16.00 0.37 0.70 15.34 0.05 3: 4 12 ES80Z12 22.00 1.10 2.73 15.34 0.18 Y-- i-- 4 11 ES80Z12 16.00 1.10 3.15 15.34 0.21 - O '. 4 10 ES80Z12 22.00 1.10 3.72 15.34 0.24 w i 4 9 ES80Z12 16.00 0.54 1.43 15.34 0.09 4 8 ES80Z12 22.00 0.54 2.00 15.34 0.13 1-L- f" • 4 7 ES80Z12 16.00 0.54 2.42 15.34 0.16 Z i 4 6 ES80Z12 22.00 1.27 5.44 15.34 0.35 4 5 ES80Z12 16.00 0.37 0.70 15.34 0.05 ' i 4 4 ES80Z12 22.00 0.37 1.27 15.34 0.08 . 4 3 ES80Z12 16.00 0.71 4.14 15.34 0.27 z 4 2 ES80Z12 22.00 0.94 4.71 15.34 0.31 4 1 ES80Z12 17.03 0.94 0.44 15.34 0.06 . • I i i ' i C01987 Steelcraft Hn Strut Bolt Report 5/23/02 3:45pm • . EAVE STRUTS : ', 's 1 ;4 1.1,4,4 ' ": . - Wall Frm_Line ---- Bolt_Selected --- Bolt_Capacity - -- `� Id Id Type No Type Diam Wshr Calc Allow Ratio 'i % ' - --- -- ---- -- - - -- h " {� f I 2 1 Eli 2 A325 0.500 4 1.06 10:97 0.10 N 2 2 RF 2 A325 0.500 4 4.57 10.97 0.42 - '. 2 3 RF 2 A325 0.500 4 4.57 10.97 0.42 ,141- ' 2 4 RF 2 A325 0.500 4 3.98 10.97 0.36 Mtill.i 2 5 RF 2 A325 0.500 4 1.26 10.97 0.11 s r 2 6 RF 2 A325 0.500 4 5.27 10.97 0.48 1 - 2 7 RF 2 A325 0.500 4 5.27 10.97 0.48 t' °T :: '.. ' '.: •. ', '. •: .'.. ...t.•. . A.'; .. "if . .'.;:..1..' 1 t...e. .Y.ti[xW lMfew7RxN •. . ;may' 1'WNV�3kA.WYrrtu i.. .. _.. ".W M.k %.MiWU t1N35r. u. ,,, .. . • -- -- �:�� , • .. _ Page 3 2 18 EW 14.00 2 A307 0.500 2 1 2.11 5.88 0.36 ,.`,.'' 2 3 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 y i 2 4 RF . 22.00 2 A307 0.500 2 4 0.08 5.88 0.01. ' 2 4 * T . 2 6 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 2 7 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 q?ta ._•• 2 9 RF 22.00 2 A307 0.500 2 4 0.08 5 . 88 0.01 isr' k • ,n ;�" 2 10 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 `'''' 'a' 2 12 RF, 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 ,.,,. 2• 13 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 . ;, { 2 15 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 '�''° 2 16 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 3 3 RF 22.00 2 A307 0.500 - e ,.2tn y 2 4 0.08 5.88 0.01 , 3 4 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01 --!" 1 3 6 RF 22.00 2 A307 0.500 2 4 0.08 5.88 0.01`' -( , .- . .r .. ."': .. .,t:,.4o,:....,, i.:.:m:....,. ..., ,e, ,r... -. e .. r. Vv, t.. vi+, .,.ARwt, <lavVfla...3.Yk1'.:... ...i'.'. ..-, , •`•.ia , n.e .:4.aex.4 <iv.�.nr 'MA:i7t`RIN!d*r•• ,,, .+. a. no, r.... unewemv ^41:.}3??ti6'k%S',rMtYy ■ �.( .- -.� � * Echo Girt Jamb Panel 111 0 , 'yI iv 'y' 'yl U 0 F- • *(7)BUILDING TYPE: Z * Build L_Expand EW R_Expand EW . * Type Use Offset Use Offset . . 'FF -' 'N ' 4.000 'N ' 4.000 ' *(8)BUILDING SHAPE: ` I * No. X -Coord Y -Coord • . * Surf (ft) (ft) 4 0.0000 18.0625 - . 22.0000 19.8958 46.0000 17.8958 46.0000 0.0000 . * ( 9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets _ Of Bay No. } * Bays Width Bays f r %; 17 17.0313 1 't 22.0000 1 s 16.0000 1 ,. r > ' 22.0000 1 16.0000 1 ?f-! 22.0000 1 j" �u ., . . �} I.- , `' t, 16 1 4 a R r 22.0000 1 , 16.0000 1 , ;� y '' 22.0000 1 w'$;v�,,-,; 16.0000 1 22.0000 1 ti " i 16.0000 1 ;yn. >{'A%.k �,., . .n. .4'a:.:.e' ., ..>....:.. �a. s:. c:.;,• u: i.:...,..._ ...+..iy..n..::n:.::.✓.L:i.w }.. ..v ..a.s .atw .. .,.r. .. ..e•nrn.+wVr..e: .Wy.au:1 ... - r.+.a+ u,....wa«..ew.nk. .:..xu`airt, nY.3i . _...., .- .._5!23!02 r'"" "'.._.....- ........_......* _ .� ...- .SwDes= F.ouU.. ...._._ ,.._._,r.... Page. L 22.0000 1 . 16.0000 1 1 7 13 22.0000 1 I) 17.0313 1 A *(10)FRAMED OPENINGS: , * No. Bay Open Open Open Open Sill Base Set Member Remove Z * Open Id Width Height Offset Type Height Elev Depth Select Panels . . 1 Z 12 3 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' 4 22.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' 7s3 5 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' QQ D 7 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' -10 O ;': 8 22.0000 0•.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' O -`,‘1 9 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 • 'CU' 'N' CO W ; 1 11 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' J = '' til 12 22.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' N u.. "1 13 16.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' W 0 i 15 16.0000 0.0000 0.0000 4 0.0000 0.000 ,0.000 'CU' 'N' 2 ,' 16 22.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' . J 17 17.0313 0.0000 0.0000 4 0.0000 0.000 0.000 'CU' 'N' v 0- Q U) a] VJ a 4 V *(11) PARTIAL WALLS: F- W _ � - a Z~ * Set Of Base Full -- Bay_Id -- Wall I-0 * Bays Type Load Start End Height ZI 0 W *(12)GIRT DESIGN: U 0 N * Girt In_Flg Set Set Max Max_Unbr CI * Type Brace Depth Lap Space Length W W • 'Z0' 'N' 10.000 ,0.0000 7.4167 12.0000 N U F- *(13)GIRT LOCATION: o * Set No. Girt U .. Z t!). j * Loc Girt Location F- I 'Y' 4 4.0000 7.4167 11.0000 14.0000 O H ' Z } *(14)SPECIAL GIRT: • * Sets Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 t 1 • *(15)WALL PANELS /GUTTERS: * Wall Gutter * Panel Use Type Width • • 0 { 'W3624 ' ' -' 'Y' 0.000 * (16)FACIA /PARAPET: * . * No_Of - Location Edge_Extend { * Diff Ext Facia Bay Bay Left Right Ext �?. Y Y g .;;a,_,,,„ 1 * Ext Id Type Start End Elev Height (ft) (ft) Mount } gt .. 4 . , .fr' 0 my: S II J *(17)FACIA /PARAPET GIRTS: *Ext - - -- Top - - -- -- Interior- - -- Gutter -- --- Back_Panel - -- Angle 'zx * Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing ;;'.'' "E r l TYP TYP YP P g � � �� . i ! � *(18)BASIC LOADS: f,4, * Basic Wind_ Load_ Ratio 3''3, �. , I * Wind Deflect Factor w . 18.3 1.00 1.00 3 *(19)WIND PRESSURE /SUCTION: s! * Wind Wind rci:221 t ) 1 ~�i..{++u7::7f. a .. nr•.F.eMMY4MY�tlweWglr ow. ,.n.. .• . +tiw ,.„. • rmelfoomi R i .• f .}m l...•:}:`,...1 "ii'+4:o:L• r'I V111. . .. ... ......... .. 1 .,J.. an trra... - • . "" " -._.. - --- -SwDes -F.out r^'.,..- .--.....- Page. 4 * Pressure Suction ' 16.5 -23.8 .. Girt / Header . 21.9 -29.2 .. Panel ' 16 -23 .. Jamb ;- ,, 23.8 -23.8 .. Parapet Girt ,; C01987 Steelcraft Hn Sidewall Design Code 5/23/02 2:54pm Z - .-- . , _.. _ _,- 5/23/02 *.• .,., ".....-- ----•- -' SwDes -F. out ••---- ••- --"- -- - -»._ --. . ----, """"""'Page 14 4 21.67 21.67 21.67 21.67 1 1 15 0 O 16 0 . . 17 0 '% GIRT SIZE: F • Bay No. Girt Id Id Girt 1 2 3 4 ' 1 4 1025Z16 1025Z16 1025Z16 1025Z16 2 4 1025Z14 1025Z14 1025Z14 1025Z14 ~ W I I - / - ' Cr" _ -"t-1 ,, 1 N ) Jl i.JI V (. unuea -r.uut. ---- _ _ . *--- Page . 1 • e .>. Th .,,,..,, WS 0.90 4.36 0.21 4.89 5.18 0.94 0.89 1.08 0.82 119 14 3 WP 0.59 4.36 0.13 -3.19 10.35 0.31 -0.58 1.08 0.54 WS 0.85 4.36 0.19 4.60 5.18 0.89 0.84 1.08 0.78 14 4 WP 0.56 4.36 0.13 -3.02 10.35 0.29 -0.55 1.08 0.51 WS 0.80 4.36 0.18 4.35 5.18 0.84 0.80 1.08 0.73 A •, ,r C01987 Steelcraft Hn Sidewall Jamb /Header Summary 5/23/02 2:54pm 11. H Z JAMB /HEADER LAYOUT: . W Q J O Bay Member Member Member Member U 0 Id Id Size Length Weight . c/) 0 ri - -- W I H CO u. C01987 Steelcraft Hn Wall Panel Report • 5/23/02 2:54pm W O , < ~ u. Q =d PANEL REACTIONS: (Front Sidwall, Bay= 1) + 1 Zi Panel: W3624 ; Type = W6 ; Gage = 24.00 ; Yield = 50 Z O W MOMENTS & DEFLECTION: • ? O 0 (2 ' Moment (ft- lb /ft) 0 1- Span Span LD Support Midspan - - - Deflect (jn) - - = 0 Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 - H . - - -- -- L - 0 . 1 4.00 WP 33.7 206.2 0.16 -28.6 192.9 0.15 -0.04 0.40 0.10 lllZ WS - 44.9 192.9 0.23 38.1 206.2 0.18 0.06 0.40 0.14 0 ' 2 3.42 WP 33.7 206.2 0.16 - 5.3 192.9 0.03 0.00 0.34 0.00 1- = ' WS -44.9 192.9 0.23 7.1 206.2 0.03 0.00 0.34 0.00 Z • i 3 3.58 WP 20.3 206.2 0.10 -15.1 192.9 0.08 -0.02 0.36 0.04 WS -27.1 192.9 0.14 20.1 206.2 0.10 0.02 0.36 0.06 4 3.00 WP 21.9 206.2 0.11 -3.8 192.9 0.02 0.00 0.30 0.00 WS -29.2 192.9 0.15 5.0 206.2 0.02 0.00 0.30 0.00 5 3.23 WP 21.9 206.2 0.11 -18.7 192.9 0.10 -0.02 0.32 0.06 WS - 29.2 192.9 0.15 24.9 206.2 0.12 0.02 0.32 0.07 . C01987 Steelcraft Hn Weight Summary 5/23/02 2:54pm I _,-y, • rte. Girts = 1547.40 Frame Openings = 0.00 �. ° , 5 1547.40 , . ! ...Il.„ 1 C01987 Steelcraft Hn Sidewall Design Warning Report 5/23/02 2:54pm, •{ *,r, . l ''' .. No Warnings � y; ( : .•vW .e....J.y.i.w4ti.. ..tau.., ..... -.. ..r. ...u. • •. v..a.r.. n.t .A:.Ya. n.... .. . y . nwvr.Par+Y.+R+ AVMIJp1tMFN2 + awn4•w.nu. • W3)�r.yPBN`9l S --- I - . - +�i - - , 46.0000 0.0000 10.000 • * (9)BAY SPACING: V * Roof Frame 1 Sets_Of Bay No. ^` "- a:" ,, i * Bay Recess ► Bays Width Bays ";e 17.0313 0.3333 3 14.0000 1 i ' ' �' '1" nst 16.0000 1 t . 1 16.0000 1 y� '_ * (10)FRAMED OPENINGS:r k 5�', No. Bay • Open Open Open Open Sill Base Set Member Remove ` * Open Id Width Height Offset Type Height Elev Depth Select Panels i a„ , 2 2 3.3542 7.1875 2.0000 11 0.0000 0.000 0.000 'CU' 'F' 3 3.3542 7.1875 8.1458 11 0.0000 0.000 0.000 'CU' 'F' ' ' .,.(z . ' :: 7 + 'x ." 4 } ., • • ,. .. .. v.. . �i+. Oi�a ..ui.:.W'J+L'..t...•uw. +•.t s.4,'::'.li'. •'�'•:•. ",If i J " .y u..a. . nra• rcrfmtIIt�'+• NYwVW^. �M. 1M11RMNMUW. Vy+ lw1MH «n+.�,.va.n.wwwrwvswMlNMW1iY� !� 1 . J ' r - .- "I. -. Cr ', ,1 1 .., ' . """'"""",^"".'.- -.. -"'- . _..- __._. Ewes -L.out Page .� *(11)PARTIAL WALLS: 9 * Set_Of Base Full -- Bay_Id -- Wall . * Bays Type Load Start End Height 0 ■ > ' *(12)COLUMNS: . * --Left Corner-- - Right_Corner -- - Int_Facia -- Int_No_Facia No_Facia Max UnBr Base _: * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) z 'R ' ' -' 0.00 'R • ' ' -' 0.00 'R ' 0.00 'R ' 0.00 'Y' 60.000 0.000 , 1 • ; *(13)COLUMN SIZE: . D ':•.1 r * Set No. Column -10 * Member Column Size C.)10 'N' tn0 -, " W = *(14)RAFTERS: u) U * Rafter Set Rafter Flange W O cj * Select Depth . Same' Brace • 2 cs 'R ' 0.000 'Y' 'N' -. u.< dj *(15)RAFTERS SIZE: _ * Set No. Rafter f • F. W * Member Rafter Size • z H • 'N' Z O al *(16)RAFTER SPLICES: 2 j * Surf No. Splice Splice U 0 * Id Splice Loc. Type .O N ; 2 0 a t- 3 1 0.0000 'S ' �-„ = U F rip: O *(17)ENDWALL GIRTS: tL *. Girt Flange Set Set Max Girt_To One Girt Max_Unbr U * Type Brace Depth Lap Space Rafter Depth /Bay Length �: 'ZF' 'N' 8.000 0.0000 7.4167 'Y' 'Y' 12.0000 z ! • • *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) j * Set No. Girt - . I * Loc Girts Location • 'Y' 4 4.0000 7.4167 11.0000 14.0000 *(19)SPECIAL GIRT: ' * Sets Of -- Bay_Id -- Girt Girt Girt . * Girts Start End Height Type Rotate 0 • j *(20)ROOF PURLINS: { * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 1.000 3.513 6 0.000 j - %'-,.,..:;:' F 3 1.000 3.298 7 0.000 = �y� -rv.i * 21 PANELS: ; � ` h * Wall ;' .. '0 ' * Panel , M 7- -,F2:41,77,1 'W3624 f q. r ik 1 351 *(22)WIND FRAMING SELECTION: 1 * Order_Of_Selection 3.,6s0 ., ' (( , * Panel Diagonal Wind Wind * Shear Bracing Bent Column ,, s ci £ 'N' � Y � 'N' � N' ' :'0 ,:7..77- ..,;�? t" } • t1, 4 . . . i 1 7/8/02' - - -•- • __ . ... . _..._ .._... __ - - EwDea -L.OUt _... - _ ------.--.-- • Page 4. ___) . 1 � *(23)WALL BRACING: I. ? �7 • * Wind Brace No. Bays Specified • * Shear Type Specified Bays_ For_ Bracing 100.0 'C ' 1 1 A E.1 *(24)WIND BENTS: * -- Member -- No Of * Type Depth Bays Bay_Id Z =' ' -' 0.00 0 . (25)WIND COLUMNS: re u.1 g J * -- Member -- No .. • Left/ J U 'y * Type Depth Bays Bay_Id Right U 0 ' r < ' —, 0.00 0 . W ;W A :; _ (26)WALL BRACING ATTACHMENT * No_Of Attach -- Bay_Id -- No_Of W 0 .' *Attach Id Start End Level Level_Height 1 1 1 1 2 11.0 x ' 'j r 18.0 J w *(27)EAVE EXTENSION: = W * ., F- i.- *Wall No_Of Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id • Start End Height Width Slope Left Right Mount Z I. 2 0 5E j; 4 1 1 1 17 18.063 2.000 1.000 0.000 0.000 'B' U p *(28)CANOPY: O p F_ * W W *Wall No_Of Ext - Bay_Id -- - Edge_Extend- Eke H V *Id Ext Id Start End Height Width Slope Left Right Mount LL- 1 0 . 2 0 U I 0 ~, • 1 *(29)FACIA /PARAPET . I * *Wall #Of Ext Fac Bay_Id ----Attach Beam--- - -- Facia /Parapet - -- Edge Extend Ext ' * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt I * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 1 1 0 2 0 . 4 0 • *(30)FACIA /PARAPET GIRTS: * ! *Ext - - -- Top - - -- -- Interior- --- Back_Panel - -- Angle *Id Type Rotate Type Rotate Part' Rotate Spacing • *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET : ( V: { *Ext Ext Beam Facia /Parapet Facia /Parapet_Girt g g tp Id Dead Collat Live Press Suct Press Suct Press Suct ,:e ;At ::oy 1 2.5 3.0 25.0 0.0 -51.2 23.8 -23.8 23.8 - 23.8 *(32)BASIC LOADS : I * Dead Collat Live Snow Basic Wind_ Load_ Ratio Seismic Torsion_Forces! * Load Load Load Load Wind Deflect Factor Load Wind Seismic 1 2.5 3.0 20.0 25.0 18.3 1.00 1.00 • 2.12 0.00 0.00 A,` *(33)WIND PRESSURE /SUCTION: 4 ,.. J c cX �' �C' I . * 1I I sL y I w s S • '1 1 7/8/02 __ - -,- ."............. EwDea -L.out ........... p age • I • ,,..,..'1 'u° 123 * Wind Wind ' * Press Suct 16.5 -23.8 .. Column 16.5 -23.8 .. Girt /Header d . ' 16.5 -23.8 .. Jamb ` 21'.9 -29.2 .. Panel 23.8 -23.8 .. Parapet Girt z '' * (34) WIND COEFFICIENTS: S � - * Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface ~ w P` * Id Left Right Left Right Left Right Wind Friction Q 0 1 0.80 -0.50 •0.80 -0.50 0.80 -0.50 0.00 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 i 3 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 ?) 4 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 } q U *(35)COLUMN & BRACING DESIGN LOADS: O * W : • *Load Snow/ Rafter Wind Brace Wind Long Column_Wind I Aux_Load g 5 *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef u- i 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 SQ CJ 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 , • w 1 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 Z 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 Z 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 W 6 1:00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 ? 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 1.00 0 0.00 8 1.00 1.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 p W W * (36)COLUMN & BRACING DESIGN LOADS: Deflection °� � � U - _ * -O *Load Snow/ Rafter Wind Brace Wind Long Column_Wind I Aux_Load L *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef U 2 0 ~ O f- • Z *(37)RAFTER DESIGN LOADS: 0 • * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 I Aux_Load . *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 • 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 ' 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 . 0 0.00 . 7 1.00 1.00 0.00 0.00 0.00 0.00 -=17:00 -1.00 0 0.00 * (38)RAFTER DESIGN LOADS: Deflection :!° * * No. Load Snow/ Rafter_Wind 1 Rafter_Wind 2 I Aux_Load a''�t4� c q �Y 15Tr'�'.I '?' r!'�71 �'t __ *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef • 0 * (39)AUXILIARY LOADS: (Max: 10 loads, 10 comb /load) (�t; • : v ma, * No. Aux Aux No. Add Add _ Load ;.' * Aux Id 'Name Combs Id Coef ( ` 0 ,, :: \ * (40)ADDITIONAL LOADS: (Max: 20 loads) ' xx { r' * No. Add Surf Basic Load I FX FY M X Y -Conc. °' t;'; p _ - txax i ! .. I , .• . . - 7/8/02 _..._....... - --.- EwDes -L. out ..- ....._. ._. .*..�_.. • Page E 1.4_ * Add Id Id Load Type I Wi W2 Co . DL1 DL2 -Unif. ' ' 0 ----- . C01987 Steelcraft Hn Column & Rafter Design ` 7/ 8/02 3:47pm • Z MEMBER SIZES: ' II-: f ., Z ' • Member Member Member --- Web_Size -- - Flange_Size- Member Member ,- W Id Locate Size . Depth Thick Width Thick Length Weight 6= C01-1 0. 8 418x10 7.48 0.170 3.94 0.205 16.8 167.9 00 Col -2 14.0 W8x10 7.48 0.170 3.94 0.205 17.9 178.9 W = Col -3 30.0 W8x10 7.48 0.170 3.94 0.205 17.9 178.9 H Col -4 45.2 W8x10 7.48 0.170 3.94 0.205 16.6 166.3 - cou. Raf -1 RW8X10 7.48 0.170 3.94 0.205 22.1 220.8 W O Raf -2 RW8X10 748 0.170 3.94 0.205 24.1 240.8 2 --- 23 Total= 1153.63 LL 'j N d F ... iii DESIGN ACTIONS /STRESSES: (W /R /U- Section) + Zi-- - -- Axial (k ,ksi ) Shear (k ,ksi ) - -- Moment (f -k ,ksi ) - F-0 O Ill Mem Load Design Calc Allow Design Calc Allow Design Calc Allow ? 0 Id Id Load Stress Stress Load Stress Stress Load Stress Stress U O N Col -1 1 2.19 0.74 22.27 0.00 0.00 20.00 0.00 0.00 29.49 C] H Col -1 2 -0.75 -0.25 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 W W Col -1 3 1.65 0.56 29.62 -1.40 1.10 26.60 5.87 - - 9'702 39.22 U F' Col-1 4 -0.53 -0.18 39.90 0.97 0.76 26.60 -4.07 -6.26 39.22 11 0 C ol -1 5 -1.54 -0.52 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 W Col -1 6 -1.54 -0.52 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 0 W Col -1 7 0.56 0.19 29.62 0.00 0.00 26.60 0.00 0.00 39.22 ~O H' Col -1 8 3.60 1.22 29.62 0.00 0.00 26.60 0.00 0.00 39.22 Z Col -2 1 4.67 1.58 21.55 0.00 0.00 20.00 0.00 0.00 29.49 Col -2 2 1.97 0.67 28.66 -3.10 2.44 26.60 13.89 -21.34 39.22 . Col -2 3 -0.52 -0.17 39.90 -3.10 2.44 26.60 13.89 -21.34 39.22 Col -2 4 -2.46 -0.83 39.90 2.15 1.69 26.60 -9.63 -14.79 39.22 l Col -2 5 -2.29 -0.77 39.90 -3.10 2.44 26.60 13.89 -21.34 39.22 { Col -2 6 -2.29 - 0.77 39.90 -3.10 2.44 26.60 13.89 -21.34 39.22 , Col -2 7 3.95 1.33 28.66 0.00 0.00 26.60 0.00 0.00 39.22 Col -2 8 0.92 0.31 28.66 0.00 0.00 26.60 0.00 0.00 39.22 . Col -3 1 5.20 1.76 21.55 0.00 0.00 20.00 0.00 0.00 29.49 Col -3 2 -0.73 -0.25 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 Col -3 '3 -0.73 -0.25 39.9.0 -3.32 2.61 2'6:60 14.84 -22.80 39.22 Col -3 4 -2.67 -0.90 39.90 2.30 1.81 26.60 -10.29 -15.81 39.22 Col -3 5 -2.71 -0.92 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 Col -3 6 -2.71 -0.92 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 Col -3 7 1.32 0.45 28.66 0.00 0.00 26.60 0.00 0.00 39.22 ' Col -3 8 1.17 0.39 28.66 0.00 0.00 26.60 0.00 0.00 39.22 ,,�c� .yr� r � Col -4 1 1.83 0.62 22.38 0.00 0.00 20.00 0.00 0.00 29.49 4 1a ;. Col -4 2 -0.16 -0.05 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 Col -4 3 -0.16 -0.05 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 ° "`` '' Col -4 4 -0.84 -0.28 39.90 1.10 0.86 26.60 -4.56 -7.01 39.22 �;;� Col -4 5 -0.82 -0.28 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 w? + � : ''' '!'. * Col -4 6• -0.82 -0.28 39.90 -1.58 1.24 26.60 6.58 - 1'0.11 39.22 `' Col -4 7 '0.44 0.15 29.76 0.00 0.00 26.60 0.00 0.00 39.22 4t3R Col -4 8 0.59 0.20 29.76 0.00 0.00 26.60 0.00 0.00 39.22 .'44•14 Raf -1 1 0.18 0.06 12.15 -2.35 1.85 20.00 8.25 -12.68 18.84 ; ,r-, Raf -1 2 -0.37 -0.13 39.90 1.27 1.00 26.60 -4.41 -6.78 43.50 , F P . Raf -1 3 -0.37 -0.13 39.90 1.27 1.00 26.60 -4.41 -6.78 43.50 h 9 "r:iil'xi:.u]r -......... w« w... rwrw *yvermnrhwKta+wu..w.aaurr. aMnrWas?17+0.?1�1'i� ;'}}?tix +. @?A.'Jb , V8/02 -- - es -L.out Page i Raf -1 4 -0.37 -0.13 39.90 1.27 1.00 26.60 -4.41 -6.78 43.50 1 2 5 Raf -1 5 -0.37 -0.13 39.90 1.27 1.00 26.60 -4.41 -6.78 .43.50 '' Raf -1 6 -1.43 -0.48 39.90 -0.59 0.46 26.60 2.59 -3.97 23.76 t , Raf -1 7 2.12 0.72 32.54 -0.41 0.32 26.60 0.90 -1.38 38.88 Raf -2 1 0.19 0.06 11.38 2.71 2.13 20.00 9.,61 - 14.77 17.86 • Raf -2 2 -0.39 -0.13 39.90 -1.56 1.23 26.60 2.24 -3.44 13.64 Raf -2 3 -0.39 -0.13 39.90 -1.56 1.23 26.60 2.24 -3.44 13.64 °' Raf -2 4 -0.39 -0.13 39.90 -1.56 1.23 26.60 2.24 -3.44 13.64 Z Raf -2 5 -0.39 -0.13 39.90 -1.56 1.23 26.60 2.24 -3.44 13.64 Q • Raf -2 6 -1.10 -0.37 39.90 0.59 0.46 26.60 2.67 -4.10 23.76 H Z t' Raf -2 7 0.85 0.29 20.27 0.56 0.44 26.60 1.40 -2.16 29.37 Ce 2 £ 1 !} J U U 0 STRESS RATIO: N .. (Ow uli Mem Load i_. Id Id Axial Shear Moment Axl +Mom Shr +Mom (0 u_ - - -- w O . ■ . Col -1 1 0.03 0.00 0.00 0.03 i Col -1 2 0.01 0.04 0.23 0.23 Q Col -1 3 0.02 0.04 0.23 0.24 N Col -1 4 0.00 0.03 0.16 0.16 Col -1 5 0.01 0.04 0.23 0.23 Col -1 6 0.01 0.04 0.23 0.23 r ? H Col -1 7 0.01 0.00 0.00 0.01 Z O I- Col -1 8 0.04 0.00 0.00 0.04 W W ZE Col -2 1 • 0.07 0.00 0.00 0.07 Col -2 2 0.02 0.09 0.54 0.56 o 0 CI Col -2 3 0.00 0.09 0.54 0.54 ,0 H Col -2 4 0.02 0.06 0.38 0.38 Col -2 5 0.02 0.09 0.54 0.54 '�� I U Co -2 6 0.02 0.09 0.54 0.54 Px,0 Col -2 7 0.05 0.00 0.00 0.05 ( Col -2 8 0.01 0.00 0.00 0.01 W co Col -3 1 0.08 0.00 0.00 0.08 17 ;. Col -3 2 0.01 0.10 0.58 0.58 . p • Col -3 3 0.01 0.10 0.58 0.58 Z ' Col -3 4 0.02 0.07 0.40 0.40 Col -3 5 0.02 0.10 0.58 0.58 Col -3 6 0.02 0.10 0.58 0.58 Col -3 7 0.02 0.00 0.00 0.02 \ ., Col -3 8 0.01 0.00 0.00 0.01 Col -4 1 0.03 0.00 0.00 0.03 . Col -4 2 0.00 0.05 0.26 0.26 Col -4 3 0.00 0.05 0.26 0.26 Col -4 4 0.01 0.03 0.18 0.18 • Col -4 5 0.01 0.05 0.26 0.26 I Col -4 6 0.01 0.05 0.26 0.26 ---- _ Col -4 7 0.00 0.00 0.00 0.00 Col -4 8 0.01 0.00 0.00 0.01 Raf -1 1 0.00 0.09 0.67 0.68 ,•,.): s ,, Raf -1 2 0.00 0.04 0.16 0.16 Raf -1 3 0.00 0.04 0.16 0.16 r , Raf -1 4 0.00 0.04 0.16 0.16 7; Raf -1 5 0.00 0.04 0.16 0.16 '-.I 1 ' „.'M . to Raf -1 6 0.01 0.02 0.17 0.17 k'" fix . Raf -1 7 0.02 0.01 0.04 0.05 `�; ,, >43 Raf -2 1 0.01 0.11 0.83 0.83 '`• Raf -2 .2 0.00 0.05 0.25 0.25 1 `', Raf -2 3 0.00 0.05 0.25 0.25" S Raf -2 4 0.00 0.05 0.25 0.25 '`` .. i Raf -2 5 0.00 0.05 0.25 0.25 ;,, ,,.w Raf -2 6 0.01 0.02 0.17 0.17 x { Raf -2 7 0.01 0.02 0.07 0.08 tAdog ,}. .,.:. ... .. '. ... . ..,; ,, { a..:�i.ae•J.a.:...:.v, ... ...._ ...,. ..:,1. <. ,.i. ._.. ....... ...Y .... .. ,.. .... ...�.,..•.. •dNMMA -tl4.: M.1iNWi/.aa L l�f�Y� �.`. .Y�S6�ie.=da' , , - -- - t.Gr , '1 -.-_ .,. 7/8/02 , . ....... _ ..... _,. , EwDes -L.oue - Page L . +. l ,+ MEMBER DEFLECTIONS /COLUMN REACTIONS: ti.50 `' Mem Load Deflection (in) Reaction (k )• ' • Id Id Calc Allow Horz(OP) Vert Horz(OP) a •. Col -1 1 0.00 1.68 0.00 2.19 0.00 Col -1 2 0.33 1.68 1.40 -3.23 1.89 Z ; Col -1 3 0.33 1.68 1.40 1.65 0.00 ' _ I- • Col -1 4 -0.23 1.68 -0.97 -0.53 0.00 Ce Col -1 5 0.33 1.68 1.40 -1.54 0.00 Q Col -1 6 0. ..33 1.68 1.40 -1.54 0.00 J O 1 Col -1 7 0.00 1.68 0.00 -2.22 2.12 U Col -1 8 0.00 1.68 0.00 3.60 0.00 u) 0 ui Col -2 1 0.00 1.79 0.00 4.67 0.00 W = Col -2 2 0.90 1.79 3.10 1.97 0.00 _1 � h Col -2 3 0.90 1.79 3.10 -2.91 ,1.82 W O 1 Col -2 4 -0.62 1.79 , -2.15 -2.46 0.00 2 �. Col -2 5 0.90 1.79 3.10 -2.29 0.00 • g Col -2 6 0.90 1.79 3.10 -2.29 0.00 . Col -2 7 0.00 1.79 0.00 3.95 0.00 (1.1 d C -2 8 0.00 1.79 0.00 -1.87 2.12 � - = w Col -3 1 0.00 1.79 0.00 5.20 0.00 a Zf.. Col -3 2 0.96 1.79 3.32 -0.73 0.00 I- O Col -3 3 0.96 1.79 3.32 -0.73 0.00 Z I - 11.1 ju Col -3 4 -0.66 1.79 -2.30 -2.67 0.00 ? Q Col -3 5 0.96 1.79 3.32 -2.71 0.00 Col -3 6 0.96 1.79 3.32 -2.71 0.00 O N ! Col -3 7 0.00 1.79 0.00 1.32 0.00 01- Col -3 8 0.00 1.79 0.00 1.17 0.00 = iii W' Col -4 1 0.00 1.66 0.00 1.83 0.00 F- 0 ' Col -4 2 0.37 1.66 1.58 -0.16 0.00 = 0 Col -4 3 0.37 1.66 1.58 -0.16 0.00 Luz Col -4 4 -0.25 1.66 -1.10 -0.84 0.00 O_ N. Col -4 5 0.37 1.66 1.58 -0.82 0.00 I Col -4 6 0.37 1.66 1.58 -0.82 0.00 Z Col -4 7 0.00 1.66 0.00 0.44 0.00 _ Col -4 8 0.00 1.66 0.00 0.59 0.00 . j Raf -1 1 -0.44 1.07 Raf -1 2 0.24 1.07 \ Raf -1 3 0.24 1.07 • Raf -1 4 0.24 1.07 Raf -1 5 0.24 1.07 Raf -1 6 -0.18 1.07 • Raf -1 7 -0.02 0.93 Raf -2 1 -0.44 1.07 . Raf -2 2 0.24 1.07 Raf -2 3 0.24 1.07 • Raf -2 4 0.24 1.07 Raf -2 5 0.24 1.07 g J Raf -2 6 -0.18 1.07 . Raf -2 7 -0.04 1.07 " °' °' �i��..C_. 0 ,,mity C01987 Steelcraft Hn Rafter Splice Report 7/ 8/02 3:47pm Y} ',W , • s Splice - Surface- - -- Plate - -- - -- Design Load - -- Bolts A325 a } ° .* Id Typ Id Locate Width Thick •' Axl Shr Mom Row Diam Space Gage 1 S 3 0.0 0.250 1.1 0.1 0.0 2 0.500 4.00 3.67 z 3 . {: y' "'' -::, :..•,;:.�, ',1... 1, c.«.•_.:, �w.. n ..sr..,r�r,.::S,rc.t•nt� •:;a�..0 n:. ".d.:sv..,::L • , r ,�,,,,,. ,.wom, t' ersrewf+.+ 6rt+ e* nrrrc twww.nwr.nnaewau•afM!si&' , �.�r _- 7/8/02 .._.._._........ .."' . . . _.,.... EwDes -L.out �,.....�...__._-. ..«...... r: • P ate C01987 Steelcraft Hn Base Plate & Anchor Bolt Design •7/ 8/02 3:47pm 1255 - 4 Column_Base Max_Reactions(k ) -- Plate _Size(in) -- - Bolts(A307 )- Z Id Depth Comp Tens Shear Width Length Thick Row Diam Gage < Col -1 7.9 2.7 -2.4 1.8 6.0 8.0 0.500 1 0.625 4.00 re w Col -2 7.9 4.7 -2.2 2.7 6.0 8.0 0.500 1 0.625 4.00 6 5 ' , Col -3 7.9 5.2.. • -2.0 2.5 6.0 8.0 0.500 1 0.625 4.00 -1 U fi Col -4 7.9 1.8 -0.6 1.2 6.0 8.0 0.500 1 0.625 4.00 O p 1..1 (0 W FI J H u_ C01987 Steelcraft Hn Flush Girt Design Report , 7/ 8/02 3:47pm W 0 I ,i _ 2 �. GIRT LOCATION: • LL Bay No. Girt Id = d Id Girt 1 2 3 4 r H I . - -- - - -- ? I- 1 4 4.000 .7.417 11.000 14.000 Z 0 2 4 4.000 7.417 11.000 14.000 W W 3 4 4.000 7.417 11.000 14.000 ? 0 GIRT SPAN: U - Bay No. Girt Id in I-- Id Girt 1 2 3 4 .� Z U 1 4 12.107 12.107 12.107. 12.107 L - 6 0 2 4 9.823 15.104 15.104 15.104 W N . 3 4 7.323 14.107 14.107 14.107 0 - 0 I- • GIRT SIZE: z Bay No. Girt Id . i Id Girt 1 2 3 4 1 4 8025Z16 8025216 8025Z16 8025Z16 1 2 4 8025Z16 8025Z14 8025Z16 8025Z14 . 3 4 8025Z16 8025Z14 8025Z16 8025Z16 GIRT ACTIONS: (C /D /Z- Section) . Bay Girt Ld -- Shear(k ) - -- -- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC • 1 1 WP 0.37 2.76 0.13 -1.12 4.93 0.23 -0.14 0.61 0.23 WS 0.53 2.76 0.19 1.62 2.46 0.66 0.20 0.61 0.33 •/: .;+ L 1 2 WP 0.35 2.76 0.13 -1.06 4.93 0.21 -0.13, 0.61 0.21 1 t WS 0.50 2.76 0.18 1.53 2.46 0.62 0.19 0.61 0.31 i '' `:Yu K i ' r , ., 1 3 WP -0.33 2.76 0.12 -1.00 4.93 0.20 -0.12 0.61 0.20 •�.'! k t C 1tt1 WS 0.47 2.76 0.17 1.44 2.46 0.58 0.17 0.61 0.29 d 1 4 WP 0.41 2.76 0.15 -1.24 4.93 0.25 -0.15 0.61 0.25 } .i WS -0.59 2.76 0.21 1.79 2.46 0.73 0.22 0.61 0.36 ' 2 1 WP -0.30 2.76 0.11 -0.74 4.93 0.15 -0.06 0.49 0.12 _ • WS -0.43 2.76 0.16 1.06 3.35 0.32 0.09 0.49 0.17 m:.. • 2 2 WP -0.73 5.52 0.13 -2.48 7.57 0.33 -0.38 0.76 0.50 1 ,, l it .,+..,. - . ... ..,.. ••aw.a ..,.w.h4 ...xrwR+, S:.a��..,,.. h w at4 .. 1 I - - -- . - `t • C/ 1 '1 __ • 7/8/02 . _.._.._.,....,.. ,_..__.. -.-.. - . .-. .- ....* Lout ^--- -- .. Page ' "`\ ' N f ' WS 1.06 5.52 0.19 3.57 3.79 0.94 0.55 0.76 0.73 2 3 WP 0.41 2.76 0.15 -1.55 4.93 0.31 -0.29 0.76 0.39 '1 L WS -0.59 2.76 0.21 2.23 2.46 0.91 0.42 0.76 0.56 . i A ; 2 4 WP -0.55 5.52 0.10 -2.09 7.57 0.28 -0.32 0.76`0.42 WS -0.80 5.52 0.14 3.02 3.79 0.80 0.46 0.76 0.61 3 1 WP 0.22 2.76 0.08 -0.41 4.93 0.08 -0.02 0.37 0.05 • • Z WS -0.32 2.76 0.12 0.59 4.93 0.12 0.03 0.37 0.07 • 1 Z W 3 2 WP 0.67 5.52 0.12 -2.47 7.57 0.33 -0.33 0.71 0.47 2 , 1 WS - 0.96 . 5.52 0.17 3.57 3.79 0.94 0.48 0.71 0.68 -J U '1 0 0 3 3 WP -0.38 2.76 0.14 -1.35 4.93 0.27 -0.22 0.71 0.32 . w 0 WS -0.55 2.76 0.20 1.95 2.46 0.79 0.32 0.71 0.46 W I ( I'LL 3 4 WP, -0.48 2.76 0.17 -1.69 4.93 0.34 -0.28 p.71 0.40 W0 . WS -0.69 2.76 0.25 2b43 2.46 0.99 0.40 0.71 0.57 E ■ i _ gJ 1- W C01987 Steelcraft Hn Door Jamb & Header Summary 7/ 8/02 3:47pm j Z H I- 0 Z I- JAMB /HEADER LAYOUT: 2 j n Bay Member Member Member Member p - . Id Id Size Length Weight 0 F_ W 2 Jamb -L 8025CJ14 7.42 25.4 -'" I Jamb -R 8025CJ14 7.42 25.4 p Header 8025CJ14 3.35 11.5 ..z 3 Jamb -L 8025CJ14 7.42 25.4 U N Jamb -R 8025CJ14 7.42 25.4 0 H Header 8025CJ14 3.35 11.5 Z • STRESS /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- - -- Moment(f -k ) -- . ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 2 Jamb -L WP 0.16 5.43 0.03 -0.30 7.54 0.04 -0.01 0.37 0.03 • WS -0.24 5.43 0.04 0.44 7.54 0.06 0.02 0.37 0.04 Jamb -R WP -0.43 5.43 0.08 -0.79 7.54 0.11 -0.03 0.37 0.08 . WS 0.62 5.43 0.11 1.15 7.54 0.15 0.04 0.37 0.11 - i Header WP 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 - WS • 0.00 5.43 0.00 0.00 7.54 0.00 =0 0.17 0.00 3 Jamb -L WP 0.35 5.43 0.06 -0.65 7.54 0.09 -0.02 0.37 0.06 WS 0.51 5.43 0.09 0.94 7.54 0.12 0.03 0.37 0.09 Jamb -R WP 0.24 5.43 0.04 -0.45 7.54 0.06 -0.02 0.37 0.04 " '=` WS 0.35 5.43 0.06 0.64 7.54 0.09 0.02 0.37 0.06 1 r* , a � Header WP 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 :74 •.:: WS 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 ,;,s x C01987 Steelcraft Hn Endwall Diagonal Bracing Summary 7/ 8/02 3:47 m l } }s g g Y p �y ! _' -k PANEL SHEAR WITH NO BRACING: ` Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 54.0 ' Y7:4)" - . - Mnv.Tr+.e-.iMWaGYN1�'. +'A rnrna+rNOalMMlNtlt t4mMV..P+ivvws.. . yrwN+.Nk4A4 . ti:i... '• -7-181°2----''.........*""*".....".. .. ''........r ".....,,.,,.,w EwDes - L.out Pace i CABLE BRACING REQUIRED: Bay Level Diag_Brace Diag_Force(k ) Brace.Tension(k ) ' Id Height Type Size Part Wind Seismic Calc Allow V `-'• 1 11.00 C 0.250 CAB.25 2.42 2.71 2.71 3.33 i 17.14 C 0.250 CAB.25 2.09 2.34 2.34 3.33 Z COLUMN BASE REACTIONS: 'l Bay Col Max Max Q = n Id Id Horz .. Vert ( + / -) LL - I U 0 1 1 -2.12 2.68 1 2 2.12 2.68 J H 4 CO u_ W O _ 2 }} " C01987 Steelcraft Hn Wall Panel Report 7/ 8/02 3:47pm' g J u_ w O = H PANEL DATA: Bay= 2 . # Z H Panel: W3624 , Type = W6 ; Gage = 24.00 ; Yield = 50.0 I- O Z I- 111 MOMENTS & DEFLECTION: W U Moment(ft- lb /ft) ,O (0 Span Span LD Support Midspan - -- Deflect(in) -- CI H Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC = w - - -- -- _ F- V . 1 4.00 WP 32.9 206.2 0.16 -28.9 192.9 0.15 -0.04 0.40 0.11 p WS -43.9 192.9 0.23 38.5 206.2 0.19 0.06 0.40 0.14 LLj Z. . 2 3.42 WP 32.9 206.2 0.16 -3.9 192.9 0.02 0.00 0.34 0.01 U_ N WS -43.9 192.9 0.23 5.2 206.2 0.03 0.00 0.34 0.01 I I_ 3 3.58 WP 23.5 206.2 0.11 -19.8 192.9 0.10 -0.02 0.36 0.06 Z WS -31.3 192.9 0.16 26.4 206.2 0.13 0.03 0.36 0.09 . 4 3.00 WP 70.0 206.2 0.34 4.6 206.2 0.02 0.02 0.30 0.07 . WS -93.4 192.9 0.48 -6.2 192.9 0.03 -0.03 0.30 0.10 5 5.90 WP 70.0 206.2 0.34 -63.4 192.9 0.33 -0.20 0.59 0.35 WS -93.4 192.9 0.48 84.5 206.2 0.41 0.27 0.59 0.46 V • C01987 Steelcraft Hn Endwall Design Warning Report -'?y 8/02 3:47pm i .. No Warnings ,' ;. '--: �� r C01987 Steelcraft Hn Endwall Weight Summary 7/ 8/02 3:47pm i „ } y p y .ry FORCED SPACING: r }4 .rtl Total Column Weight = 692.04 �; Total Rafter Weight = 461.59 ', Total. Girt Weight = 442.92 j +, Total Door Jamb Weight = 124.33 r4'a�d Total Bracing Weight = 5.39 ; Total Clips Weight = 46.20 #•M . 7.--m.. wag- . ......+.,w,�. MIMww.......�„, .. ...- ..s,-- . arHewR[ 9-9/1 - Iv. :Ai 4 .r' in:s(t3tZeig3.::evt;,Z411.r 1 . i __ \ , .. w 7/8/02 ....,... _... ..- ....- ..- .........,,- ... -,,,, •".. ; ,t • EwDes -L.out Page f ;;, , .-. • Y? Total Endwall Weight = 1772.48 . 1.2.1 . . I . N i . . .Z • • • IF. W. W 5: .. J U, . • U O: N O:. . • W =. J F. tQ tl-. . W O , • g _J J: • LL. Q . I .. �_. • , Z f .-. H-O; Z 1--; W W : . . 2 a . • . .D Cl., . O N.. 0 f— .. W W, V; 1 111 CO ` . . I • V/ v = o • Z .i ' _. :._ • ` ` yy` ^ ` e ' 't- ' . !,i ,.. a ,74, I vp , 4..-4, 4 : I .,,71,cij.Mr.. y :' ' , ?' ......_ _ ,............,. _ ,,,. w...,...., a. _... .............�.— ......,,... ._,s:.•d:._. -. .. ..._ ,....,,,....,....,.,u,•,u k..... .. , 4:iivv.1^.v44.4..x.,64;,',4 fi k ; d;:(4L • • , ► ,. • ■ 7/8/02 �� C\ BU1LDlNGk-2.QQ2 \C019871EwDes -R.out P ,Iic 1'L- ,. * *C01987 Steelcraft Hn Endwall Design Input Echo 7/ 8/02 3:46pm A '" * Sets Of -- Bay_Id -- Girt Girt Girt • }-- * Girts Start End Height Type Rotate • I 0 . - * (20)ROOF PURLINS: * Surf Peak Purl No Surf - ` ;� * Id Space Space Purlin Ext ,'' 3 1.000 3.011 7 0.000 ' , ', s 2 1.000 3.847 6 0.000 * (21)PANELS: 4 : ,C,xaw, ( • Wall e . ' : : : " 0 * Panel t '; ( *(22)WIND FRAMING SELECTION: )' • v,, ` x ' * Order_Of_Selection ;,n fi * Panel Diagonal Wind Wind k + � * Shear Bracing Bent Column (` ~ ��'f " < I . Lim? LjVII • .. s: a. .::.,:a,., Yra+rwe.«..o.... -.,+. .... �w.s.wuw..w.n. ... _.... „-.. ww vYiu..::rY , 8�1 'tMlti/'ixu «7.L3..•'CNNIdL'_' '. �'.;Lsi':Lf�x+B:CCExY' , 1 . __ , .— - - — -- -- . - . , 7/8/02 EwDea -R,out �.....'»................,._. •......- �-- r.....�...� ' ` .r. ti . Page 17.5 'N' IY, ' ' t' *(23)WALL BRACING: • * Wind Brace No. Bays Specified *. Shear Type Specified Bays For Bracing A ' 100.0 'C ' 1 3 ' ; *(24)WIND BENTS: * -- Member -- No Of Q • * Type Depth Bays Bay_Id , � ' -' 0.00 0 re W Q ? . * (25)WIND COLUMNS: ,.. • LLJ * -- Member -- No Left/ N p ; 1 * Type Depth Bays Bay_Id Right N w k 0.0 0 0 -I Fz N I 1 *(26)WALL BRACING ATTACHMENT - w O . *No Of Attach - -Bay Id -- No Of * Attach Id Start End Level Level Height 1 1 3 3 2 11.0 18.0 d = w *. (27)EAVE EXTENSION: Z F' * F- O *Wall No_Of Ext - Bay_Id -- - Edge_Extend- Ext ZF - *Id Ext Id Start End Height Width Slope Left Right Mount 2m 2 0 U � . 4 1 1 1 17 17.896 2.000 1.000 0.000 0.000 'B' O in I-- * (28)CANOPY: al Z • * I--H *Wall No_Of Ext - Bay_Id -- - Edge_Extend- Ext L I O *Id Ext Id Start End Height Width Slope Left Right Mount iU Z } 3 0 U L ! 2 �� 4 0 z .... i ' *(29)FACIA /PARAPET : I .* , *Wall #Of Ext Fac Bay_Id ----Attach Beam--- - -- Facia /Parapet - -- Edge Extend Ext 1. * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt . 1 * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 1 3 0 1 2 0 4 0 * (30)'F CIA /PARAPET GIRTS: * ! *Ext - - -- Top - - -- -- Interior- --- Back_Panel - -- Angle *Id Type Rotate Type Rotate Part Rotate Spacing:;. * (31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: K " °'' -,4 -,, * : „4,z., i4. pfu *Ext Ext Beam Facia /Parapet Facia /Parapet_Girt "` "'" r' *Id Dead Collat Live Press Suct Press Suct Press Suct r <gc:° 1 2.5 3.0 25.0 0.0 -51.2 23.8 -23.8 23.8 -23.8 ' ` 4' 4 1 '{ * (32)BASIC LOADS: I * Dead Collat Live Snow Basic Wind Load Ratio Seismic Torsion Forces > <. et;1 1 * Load Load Load Load Wind Deflect Factor Load Wind Seismic 2.5 3.0 20.0 25.0 18.3 1.00 1.00 2.12 0.00 0.00 > ;-,--� .? �yy C f �3a1r4+;j2,J { , • . -_ , - - - - -- . • - • .., .... 7/a70Z EwDes -R.out . .....,...," --- .�....._... .. w Pnec IZ.5 *(33)WIND PRESSURE /SUCTION: * Wind Wind • * Press Suct 16.5 -23.8 .. Column A ' :i 16.5 -23.8 .. Girt /Header . 16.5 -23.8 .. Jamb 21.9 -29.2 .. Panel 1 23.8 -23.8 .. Parapet Girt Z Z . ii ,• ; *(34.)WIND COEFFICIENTS: • W CL • ■ EwDes -R.out page , . �--, ' 125 No. Add Surf Basic Load 1 FX FY M X Y -Conc. • * Add Id Id Load Type 1 W1 W2 Co DL1 DL2 -Unif. 0 "' C01987 Steelcraft Hn Column & Rafter Design 7/ 8/02 3:47pm c: MEMBER SIZES: W re Member Member Member. ---Web Size-- - Flange_Size- Member Membe QQ 2 ii Id Locate Size• Depth Thick Width Thick Length Weight U 0 Col - 1 0.8 W8x10 7.48 0.170 3.94 0.205 16.6 166.3 p Lu Col -2 16.0 W8x10 7.48 0.170 3.94 0.205 17.9 178.9 W M Col -3 32.0 W8x10 7.48 0.170 3.94 0.205 17.9 178.9 u)I 1 Col -4 45.2 W8x10 7.48 0.170 3.94 0.205 16.8 167.9 w 0 Raf -1 RW8X10 7.48 0.170 3.94 0.205 24.1 240.8 2 Raf -2 RW8X10 7.48 0.170 3.94 0.205 22.1 220.8 g.� 1 W Total= 1153.63 D Sii d o �_ Z F. DESIGN ACTIONS /STRESSES: (W /R /U Section) 1 W - -- Axial (k ,ksi ) Shear (k ,ksi ) - -- Moment (f -k ,ksi ) - j Q . Mem Load Design Calc Allow Design Calc Allow Design Calc Allow U Id Id Load Stress Stress Load Stress Stress Load Stress Stress O N OE- Col-1 1 1.83 0.62 22.38 0.00 0.00 20.00 0.00 0.00 29.49 11.1w Col -1 2 -0.16 -0.05 39.90 -1.58 1.24 26.60 6.58 - 1 0:"11 39.22 f- 1 Col -1 3 -0.16 -0.05 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 11 0 Col -1 4 -0.84 -0.28 39.90 1.10 0.86 26.60 -4.56 -7.01 39.22 W Z Col -1 5 -0.82 -0.28 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 0 E Col -1 6 -0.82 -0.28 39.90 -1.58 1.24 26.60 6.58 -10.11 39.22 =" H' • j Col -1. 7 0.59 0.20 29.76 0.00 0.00 26.60 0.00 0.00 39.22 Z j Col -1 8 0.44 0.15 29.76 0.00 0.00 26.60 0.00 0.00 39.22 Col -2 1 5.20 1.76 21.55 0.00 0.00 20.00 0.00 0.00 29.49 Col -2 2 -0.73 -0.25 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 • Col -2 3 -0.73 -0.25 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 Col -2 4 -2.67 -0.90 39.90 2.30 1.81 26.60 -10.29 -15.81 39.22• Col -2 5 -2.71 -0.92 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 • j Col -2 6 -2.71 -0.92 39.90 -3.32 2.61 26.60 14.84 -22.80 39.22 ' Col -2 7 1.17 0.39 28.66 0.00 0.00 26.60 0.00 0.00 39.22 Col -2 8 1.32 0.45 28.66 0.00 0.00 26.60 0.00 0.00 39.22 Col -3 1 4.67 1.58 21.55 0.00 0.00 20.00 0.00 0.00 29.49 Col -3 2 -0.52 -0.17 39.90 -3.10 2.44 26.60 13.89 -21.34 39.22 Col -3 3 1.97 0.67 28.66 -3.10 2.44 26.60 13.89 -21.34 39.22 Col -3 4 -2.46 -0.83 39.90 2.15 1.69 26.60 -9.63 -14.79 39.22 { Col -3 5 -2.29 -0.77 39.90 -3.10 2.44 26.60 13.89. -21.34 39.22 Col -3 " 6 -2.29 -0.77 39.90 -3.10 2.44 26.60 13.89 -21.34 39.22 �' Col -3 •7 0.92 0.31 28.66 0.00 0.00 26.60 0.00 0.00 39.22 "lig ' Col -3 8 3.95 1.33 28.66 0.00 0.00 26.60 0.00 0.00 39.22 Col -4 1 2.19 0.74 22.27 0.00 0.00 20.00 0.00 0.00 29.49 �iw:.aj : I Col -4 2 1.65 0.56 29.62 -1.40 1.10 26.60 5.87 -9.02 39.22. { Col -4 3 -0.75 -0.25 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 t`t " ,I Col -4 4 -0.53 -0.18 39.90 0.97 0.76 26.60 -4.07 -6.26 39.22 0 , p.gev i Col -4 5• -1.54 -0.52 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 , • Col -4 6 -1.54 -0.52 39.90 -1.40 1.10 26.60 5.87 -9.02 39.22 "`�1^� Col -4 7 3.60 1.22 29.62 0.00 0.00 26.60 0.00 0.00 39.22 . Col -4 8 0.56 0.19 29.62 0.00 0.00 26.60 0.00 0.00 39.22 °e° Raf -1 1 0.19 0.06 11.38 -2.71 2.13 20.00 9.61 -14.77 17.86 * ,. Raf -1 2 -0.39 -0.13 39.90 1.56 1.23 26.60 2.24 -3.44 13.64 e t4, _ _ ... .. .• } S i i _ s? yY'. 4 +fabils:.'..ostH.uu.•.+..V4.r, ` v:. r. dki>. sv' vY44L : ^isK:J4YKY.{k+nT•:::us w.aL.. w.. w... .S .. -.ice ,,,,, ..., .4,..........e. ti 4, 1 ' , . ,,` 7/8/02 EwDes -R.out Page . L . Raf -1 3 -0.39 -0.13 39.90 1.56 1.23 26.60 2.24 -3.44 13.64 Raf -1 4 -0.39 -0.13 39.90 1.56 1.23 26.60 2.24 -3.44 ,13.64 Raf -1 5 -0.39 -0.13 39.90 1.56 1.23 26.60 2.24 -3.44 13.64 Raf -1 6 0.85 0.29 20.27 -0.56 0.44 26.60 1.40 -2.16 29.37 Raf -1 7 -1.10 -0.37 39.90 -0.59 0.46 26.60 2.67 -4.10 23.76 . Raf -2 1 0.18 0.06 11.38 2.35 1.85 20.00 8.25 -12.68 17.86 Raf -2 2 -0.37 -0.13 39.90 -1.27 1.00 26.60 -4.41 -6.78 43.50 , Raf -2 3 -0.37 -0.13 39.90 -1.27 1.00 26.60 -4.41 -6.78 43.50 J Raf -2 4 -0.37 -0.13 39.90 -1.27 1.00 26.60 -4.41 -6.78 43.50 Z Raf -2 5 -0.37 -0.13 39.90 -1.27 1.00 26.60 -4.41 -6.78 43.50 , l i I Raf -2 6 2.12 0.72 32.54 0.41 0.32 26.60 0.90 -1.38 38.88 W W i Raf -2 7 -1.43 -0.48 39.90 0.59 0.46 26.60 2.59 -3.97 23.76 D ' 0 0 STRESS RATIO: co W Mem Load F- ' Id Id Axial Shear Moment Axl +Mom Shr +Mom ' W 0 - - -- y}. Col -1 1 0.03 0.00 0.00 0.03 g J Col -1 2 0.00 0.05 0.26 0.26 W Col -1 3 0.00 0.05 0.26 0.26 a Col -1 4 0.01 0.03 0.18 0.18 r H W Col -1 5 0.01 0.05 0.26 0.26 Z H Col -1 6 0.01 0.05 0.26 0.26 1- 0 Col -1 7 0.01 0.00 0.00 0.01 W u Col -1 8 0.00 0.00 0.00 0.00 2D Col -2 1 0.08 0.00 0.00 0.08 U Col -2 2 0.01 0.10 0.58 0.58 p - Col -2 3 0.01 0.10 0.58 0.58 Ci H Col -2 4 0.02 0.07 0.40 0.40 = w Col -2 5 0.02 0.10 0.58 0.58 -" F- H Col -2 6 0.02 0.10 0.58 0.58 u p Col -2 7 0.01 0.00 0.00 0.01 Z' Col -2 8 0.02 0.00 0.00 0.02 U N Col -3 1 0.07 0.00 0.00 0.07 H • Col -3 2 0.00 0.09 0.54 0.54 Z Col -3 3 0.02 0.09 0.54 0.56 ' t Col -3 4 0.02 0.06 0.38 0.38 . j Col -3 5 0.02 0.09 . 0.54 0.54 Col -3 6 0.02 0.09 0.54 0.54 Col -3 7 0.01 0.00 0.00 0.01 Col -3 8 0.05 0.00 0.00 0.05 . { Col -4 1 0.03 0.00 0.00 0.03 Col -4 2 0.02 0.04 0.23 0.24 . Col -4 3 0.01 0.04 0.23 0.23 Col -4 4 0.00 0.03 0.16 0.16 '`_Col -4 5 0.01 0.04 0.23 0.23 -"-' _ Col -4 6 0.01 0.04 0.23 0.23 Col -4 7 0.04 0.00 0.00 0.04 Col -4 8 0.01 0.00 0.00 0.01 ',' Raf -1 1 0.01 0.11 0.83 0.83 `' Raf -1 2 0.00 0.05 0.25 0.25 =1 k' 4',, Raf -1 3 0.00 0.05 0.25 0.25 :07, ti Raf -1 4 0.00 0.05 0.25 0.25 Raf -1 5 0.00 0.05 0.25 0.25 444.4.3, t ' Raf -1 6 0.01 0.02 0.07 0.08 ? r7,7 , � , Raf -1 7 0.01 0.02 0.17 0.17 $4 , , . Raf -2 •1 0.01 0.09 0.71 0.71 1.,, 4,0 ?.. Raf -2 2 0.00 0.04 0.16 0.16 , r,,,,,„4,,. { Raf -2 3 0.00 0.04 0.16 0.16 '$49 1,1, . Raf -2 4 0.00 0.04 0.16 0.16 N Raf -2 5 0.00 0.04 0.16 0.16 . Raf -2 6 0.02 0.01 0.04 0.05 ''''y° ' . r. . / ' , 1 #-' - 'Col -4 . 1 0.00 1.68 0.00 2.19 0.00 1 u. Col -4 2 0.33 1.68 1.40 1.65 0.00 tip z Col -4 3 0.33 1.68 1.40 -3.23 1.89 o Col -4 4 -0.23 1.68 -0.97 -0.53 0.00 H = Col -4 5 0.33 1.68 1.40 -1.54 0.00 0 • Col -4 6 0.33 1.68 1.40 -1.54 0.00 Z Col -4 7 0.00 1.68 0.00 3.60 0.00 . Col -4 8 0.00 1.68 0.00 -2.22 2.12 . Raf -1 1 -0.44 1.07 Raf -1 2 0.24 1.07 ‘.. ' Raf -1 3 0.24 1.07 Raf -1 4 0.24 1.07 . Raf -1 5 0.24 1.07 Raf -1 6 -0.04 1.07 Raf -1 7 -0.18 1.07 . -a.f -2 1 -0.44 1.07 --- Raf-2 2 0.24 1.07 Raf -2 3 0.24 1.07 Raf -2 4 0.24 1.07 Raf -2 5 0.24 1.07 1 Raf -2 6 -0.02 0.93 ?'r Raf -2 7 -0.18 1.07 2i I ft v. Pi) t S:a, t C01987 Steelcraft Hn Rafter Splice Report 7/ 8/02 3:47pm �,r ' 'I. 9 3.1 -• 6, d f � ' Splice - Surface- - -- Plate - -- ---Design Load--- ---- Bolts(A325 )---- . Id Typ Id Locate Width Thick Axl Shr Mom Row Diam Space Gage sfi *` 7 C, , 4 . - . -- , .- - : -- ' - . . 7/8/02 EwDes -R.out Page •. '� ) ( ?. . 1 S 3 0.0 0.250 1.1 0.1 0.0 2 0.500 4.00 3.67 • C01987 Steelcraft Hn Base Plate & Anchor Bolt Design :'7/ 8`02 3:47pm ' . Column_Base Max_Reactions(k ) -- Plate_Size(in) -- - Bolts(A307 )- Z Id Depth Comp Tens Shear Width Length Thick Row Diam Gage i- Z - - -- W I . ! _ - - - ' t 7/8/02 EwDes -R.out Page • 2 2 WP 0.75 5.52 0.13 -2.39 7.57 0.32 -0.38 0.76 0.50 • WS -1.08 5.52 0.19 3.45 3.79 0:91 0.55 0.76 0.73 • 2 3 WP 0.41 2.76 0.15 -1.55 4.93 0.31 -0.29 0.76 0.39 WS -0.59 2.76 0.21 2.23 2.46 0.91 0.42 0:76 . t, 2 • 4 WP 0.55 5.52 0.10 -2.09 7.57 0.28 -0.32 0.76 0.42 1 WS -0.80 5.52 0.14 3.02 3.79 0.80 0.46 0.76 0.61 ' Z 3 1 WP -0.37 2.76 0.13 -1.12 4.93 0.23 -0.14 0.61 0.23 , 1 Z j WS 0.53 2.76 0.19 1.62 2.46 0.66 0.20 0.61 0.33 W . r ¢¢ 3 2 WP 0.35 2 0.13 -1.06 4.93 0.21 -0.13 0.61 0.21 J U WS -0.50 2.76 0.18 1.53 2.46 0.62 0.19 0.61 0.31 0 0 3 , 3 WP -0.33 2.76 0.12 -1.00 4.93 0.20 -0.12 0.61 0.20 UJ H WS 0.47 2.76 0.17 1.44 2.46 0.58 0.17 0.61 0.29 y W W0 3 4 WP 0.41 2.76 0.15 -1.24 4.93 0.25 -0.15 0.61 0.25 2i WS 0.59 2.76 0.21 1.79 2.46 0.73 0.22 0.61 0.36 S u.. Q _ d = W r Z C01987 Steelcraft Hn Door Jamb & Header Summary 7/ 8/02 3:47pm 1- c Z I- LL/ uj JAMB /HEADER LAYOUT: U 0 . 0 Bay Member Member Member Member o1- Id Id Size Length Weight W ' W _ =V 1- 1 Jamb -L 8025CJ14 7.42 25.4 W ~ O Jamb -R 8025CJ14 7.42 25.4 Z { Header 8025CJ14 3.35 11.5 W D . o 2 Jamb -L 8025CJ14 7.42 25.4 H H. Jamb -R 8025CJ14 7.42 25.4 0 • Header 8025CJ14 3.35 11.5 Z . . 2 Jamb -L 8025CJ14 7.42 25.4 { Jamb -R 8025CJ14 7.42 25.4 Header 8025CJ14 3.35 11.5 STRESS /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- --- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC ' 1 Jamb -L WP 0.41 5.43 0.08 -0.76 7.54 0.10 -0.03 0.37 0.07 . WS 0.59 5.43 0.11 1.09 7.54 0.14 0.04 0.37 0.11 Jamb -R WP 0.18 5.43 0.03 -0.34 _7.54 0.05 -0.01 0.37 0.03 Ws -0.26 5.43 0.05 0.49 7.54 0.07 0.02 0.37 0.05 Header WP 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 WS 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 F ""'' t" 2 Jamb -L WP 0.15 5.43 0.03 -0.28 7.54 0.04 -0.01 0.37 0.03 =•t7 , WS 0.21 5.43 0.04 0.40 7.54 0.05 0.01 0.37 0.04 �;. Jamb -R WP -0.30 5.43 -0.55 7.54 0.07 -0.02 0.37 0.05 ,' i WS -0.43 5.43 0.08 0.79 7.54 0.10 0.03 0.37 0.08 %" °:'I% Header WP 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 ;„ , WS 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 0,:; ,; 2 Jamb -L WP -0.30 5.43 0.05 -0.55 7.54 0.07 -0.02 0.37 0.05 �. ; p A WS -0.43 5.43 0.08 0.79 7.54 0.10 0.03 0.37 0.08 4 r 'K ' Jamb -R WP -0.15 5.43 0.03 -0.28 . 7.54 0.04 -0.01 0.37 0.03 :l t ., WS -0.21 5.43 0.04 0.40 7.54 0.05 0.01 0.37 0.04 '^ Header WP 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 .. a WS 0.00 5.43 0.00 0.00 7.54 0.00 0.00 0.17 0.00 Avg- �.;:; r q�• . .: i, , ,:t r.b ..irJe:s3'�y ti u.ar v.. w.r...•w. .. .. _ .•r rmvrrt• _4 .: ": :RN!iWMAtifNY1!w 4'uYtl1 . • • • • 7/8/02 ' EwDes -R.out Page) •' 1**) I . rr C01987 Steelcraft Hn Endwall Diagonal Bracing Summary 7/ 8/02 3:47pm PANEL SHEAR WITH NO BRACING: . Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 59.0 , CABLE BRACING REQUIRED:• - OD O . N 0 . Bay Level Diag_Brace Diag_Force(k ) Brace_Tension(k ) WAD Id Height Type Size Part Wind Seismic Calc Allow 3 11.00 C 0.250 CAB.25 2.42 2.71 2.71 3.33 W 17.14 C 0.250 CAB.25 2.09 2.34 2.34 3.33 2 COLUMN BASE REACTIONS: Bay Col Max Max = C! Id Id Horz Vert( + / -) f- _ - -- - - -- - - -- Z 3 3 -2.12 2.68 F- O 3 4 2.12 2.68 Z 111 ui 2 D o u ) C01987 Steelcraft Hn Wall Panel Report 7/ 8/02 3:47pm Ul H. WW - -- I PANEL DATA: Bay= 2 l z Panel: W3624 , Type = W6 ; Gage = 24.00 ; Yield = 50.0 U N. FI-- MOMENTS & DEFLECTION: Z Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.00 WP 32.9 206.2 0.16 -28.9 192.9 0.15 -0.04 0.40 0.11 ' WS -43.9 192.9 0.23 38.5 206.2 0.19 0.06 0.40 0.14 2 3.42 WP 32.9 206.2 0.16 -3.9 192.9 0.02 0.00 0.34 0.01 . WS -43.9 192.9 0.23 5.2 206.2 0.03 0.00 0.34 0.01 3 3.58 WP 23.5 206.2 0.11 -19.8 192.9 0.10 -0.02 0.36 0.06 :- WS -31.3 192.9 0.16 26.4 206.2 0.13 0.03 0.36 0.09 4 3.00 WP • 70.0 206.2 0.34 4.6 206.2 0.02 0.02 0.30 0.07 WS -93.4 192.9 0.48 -6.2 192.9 0.03 -0.03 0.30 0.10 5 5.90 WP 70.0 206.2 0.34 -63.4 192.9 0.33 -0.20 0.59 0.35 WS -93.4 192.9 0.48 84.5 206.2 0.41 0.27 0.59 0.46 ,.,•` I - i' - -- N-C/ 7/8/02 • EwDes -R.out • Paget C01987 Steelcraft Hn Endwall Weight Summary 7/ 8/02 3:47pm 3 — . " „,t FORCED SPACING: Total Column Weight = 692.04 E . Total Rafter Weight = 461.59 1 ' Total Girt Weight = 422.86 , 1 Total Door Jamb Weight = 186.50 Z Total Bracing Weight = 5.39 Total Clips Weight = 46.20 "_ � i i Total Endwall Weight • = 1814.58 6 m , JO : U O N 0 . W I C N O , � �' . CO • I. + �_ . Z- 1- O w D o o CO 0 1- Ill -�-” � U. _Z , Ili U = t , OI z ^ ^ :" , L f • I . �~[['i� j� i; F`fi �' ! ∎ *y .,as i + gi p . • 1 g..F " S '''"1. M / Vg N I cy ,, 1. r ;-.7.,:-- 1 , ,, ,,, .,-.,\,/.. , 4 - -: r ' ! t` -1 ...s.... E 1 ..1 .1�•u t-<(...,-1-1 I �.. 1 l N G LA.SO h A 1.' 1 Y '• 1 z :'• , • - \ •r i - • ' ..t•. ",•.t, 1..1 • ). ,,-' 1 • �, tA1E AVENUE 1+.7R1Y.. I= .0 >:SO::YILtE, 'O.' .�2 �" 1 26 • .. i C ♦• 1 •+V.JaI rw O1, C..•M T■ < \I,M1., T• •t pV1t.IC ♦•.7 •Vw.ttpt.. . AC ?wT. • ••' . + � •1 •.I •V. -ITT<■ t. The C••.•10t•.tS. r.1••tw1T O• <l.<N1.. ♦ -= tVl_ •+17..�N•w, _. • . 1 6 C y t , PA PV►:.C•T1OM.0• •Tn ?i••t -t,. C4.C6V..• -. Os L,tA•LT. r•i•1 •w • 1 -+ 11x3 ev • -ew1t, S i •a.t + .te rara. ov, +•ni . - • ■ ' ARE.. CC3 • ($:8) 7:-.3-434:3 . .. 1 .. .. A . . • • • • FLO- LOG "C` EttS STP.Atr'O EYE80:,� ttlt�. ASSE SLY . Z Cat. No. • -P ASTh- 114 75- • Size ore .kin Strength ;=Z 8 • Size (Pounds) * re 2 . LLl D n tc. 250 SA • ' � . / � - 6,b50 J U N ?NC 312. Sll - • 5/3.6'" , 5 1E" 1l., 200 co H • • }WC 375 U. • 3/6 5/ ' 15,660 W O . ' 2 � . • _. FWC 437 Bt. 7/1• ,3/4 • • 20,500 . -� • F'r1 .500 D& 1/2 7 16 11 2b, 9 00 - H W � . Z � • Z I- w W • I . • . . . . o w I . • • rests we • c using 't a t!o -d-oc Strznd •Cries', c C Et1S strand o F.• . W W . f and c:tc eyebolts as Set• €oath in the' above table -si all t H o u. 4 •+ f nr :lens,: i rl'1 : ' c .L,_ _... _� - - - �J �'=-= ;:..::o•': -� t11 asse,:.alies pro:.d _ - • • -- _ to U = • per A Sit•{ -8475. Z ~ . 0 ti 1 0 00 • /j�\ r Cerci[i.ec r�.11JttUnG i 1GJ,tlriG VhaC. 1?' :2677 x Cha rles C. Moore; P E' SLATE O : fi t; • \,.......... , FTC guarantees that ;11. cross brace asseazbLi.es fabricated 1st " " , ... L ii , ,. fi, !J {. ( t • • . 1 ;1' r{; • • accordance ' with the above table wili meet or exceed, the speci�`.ied ! ` i, ' .'raa' . mimeo; vssemb'y brc3Li.i g strengt(t. 1 ! .: ' • .. .. • .tit; 1 i i � , Y � f4 . ,• , •. •. .. .,...... ,1;......e..t.....GL "w�`..., w . +• •a .., .'';S 4 �.l i:•.,EY:Jf:La.i•` ..,,.... .« ;nwaerrwwn.t.VR NINR'IM". wtry... wM.roam.......wr.. ....,«.,..,ny0,..t!'jYY: ittotoefilmi . 1 P . i I -- — - - - _ _ > •• , �,. - . . .. ' .L . CABLE ANALYSIS .. CANAM STEEL CORPORATION / SUN ST,EL - BUILDINGS . • • .•..••• . • • WORKING LOADS; EHS CABLE BRACE ASSEMBLIES • . • EHS SIZE MIN. ASSEMBLY FACTOR OF ALLOT /ABLE LOAD • N` • r • INCH BREAKING STRENGTH' SAFETY POUNDS * • WET.: zz POUNDS . • < '24106 Z Z 1 14" 6,650 • 2 3,325 ,- w 5/16 • - • • 11,200 2 u6 • L i• • •! • •- '._"• 1 1, .... .• • . S UN STEEL • ' ' • 'F138' P.OLIF PAP {EL - 1 4'� • . .. . . .. ....... A . • , 23 C ERIE, % %MT. • • • • • . ~ • ,. ' '• • I l 1 f _,_ • • 3 �, Z � j 1 � �i , .- • . — .. • • . • t . . • -^-! " . SU'N STEEL s •x Y 3 b ' YALL PANEL ` 9 • • . I . 35'_C MTN • . e F --_--- 1 1 r . •-i E • ‘ i 1- X-N r� f f I �� • 3 5/16 1 3/H • co ❑ • . , . � ..__ f t_._ w W • 136 YALL PANEL _i ` W D t • s r 0 S 1dt1 s ur�w 00 vsioEwa 989444 JOB NUMBER • PAGE . (509) 839 -7000 I ! U ! I FAX (509) 837 -8064 $OLYTIONO • Ill lilt Iet ;. ENGINEER DATE . LINE(S) # A 0 Z HZ !Y 2 - J U { ` , \(v. 4 19, .. �ra� li15 �y, .Mb. Z4k05 . N C uj WO A J 3 _ 0 5 @ 4 d la ® u- U) D It i- _ al L/400 v EV1 D ESL , ? H 19' • z O '-- 1.5? " W W ■ f jQ t (> [ 51 1 1 WW U LL O OUTSIDE FLANGE Z SUPPORT HORIZ. VERT. V u D+E ® Jo 0 .19i • D +W 0 Z D +W I b-2-2 22- ' 5/0 •f1L 5(6 AL 1 INSIDE FLANGE i • • 00 IA PORTAL RAFTER ! •:'7 6" CHANNEL tOtt ` �i I O O fi ' ► 3ry 3/41 x (2 P Ls. O O II `�. W/ 9 - A325 kb p 1 / 2" DI A. A325 N� `-` BOLTS I p t'.. } ' • kit W !b O O MAIN FRAME COLUMN uy • IF N EGESS. i . �,,,M ... . %•l�..t., ..> l' . • wr,.w...•......... _...y�S rrraw*mCrnrtrrn «r.hn'.', .'+ • inner.. — ,.-.. �a .,...rv^ + +. »e.r.�r��h�bNitYPXSl 4 E��.v'�.�. ,�.{• . j ( 1 , . , "A. -C. r" I - .- . _ ■ ....• ..... . . „ ... . , , . . . .0... "--- 1 SPLICE ANALYSIS L JOB C01987 Jack Beam .... . -- . ; ,., WELD S . . . .., , .i SIZE AT WEB .2500 YIELD STRESS OF WEB 50 KSI . 4, t, FLANGE .4375 FLANGE 50 KSI • SPLICE 50 KSI '..' • .,.. A325 BOLT-DIA 1.000 IN - AREA .7854 IN2 - ALLOWABLE STRESS 44KSI I' RESISTING MOMENT 157.87FT -KIPS Z DEPTH OF BEAM 23.00 IN - LENGTH OF SPLICE 23.00 IN 4( . + i I- I FLANGE AND SPLICE WIDTH 12 IN re LLI 2' . 6 D NUMBER OF DISTANCE FROM ACTUAL _.1 C.) C.) BOLTS IN COMP. FLANGE BOLT STRESS 0 , U) 0 ROW (IN) (KSI) (0 11.1 2 20.5000 37.86 -J F. 2 17.0000 30.03 0 u_ • uj 0 , ' . . g :71 . CHECK ABOVE TENSION FLANGE U-<( . WEB THICKNESS CO KN , ESS REQUIRED 0.2473 1 a PROVIDED 0.2500 I- W I FLANGE THICKNESS REQUIRED 0.0695 ' 2!". PROVIDED 0.5000 I- 0 Z 1— SPLICE PLATE REQUIRED AT WEB 0.4085 LU uj FLANGE 0.3831 . 2 D PROVIDED 0.7500 () tn '0 = WELD LENGTH REQUIRED AT FLANGE 3.8551 WEB 22.0000 22.0000 Ili u j AVAILABLE AT FLANGE 11.7500 ..- • I- • I WEB 22.0000 • LL • I I i z C.) r _ 'a 1- : • z , . . . • .,...---- ... 1 El La ''• ctr ! ,70.: ..% ,..,, , bt•il 1 . kerorqi*iileo . , I 1 idkA■ ti . il 0.''..1ji‘ 1 . . . , . \ \ L *♦ * * * * * * * -- 1 6 3 8C01987 Hangar 2 Jack Beam 111000 00 0.29000. HEAD CARD 1 1 30 112102 .0000 1.0000 10.0000 10.0000 .0000 .0000 MEMB DESC 17.? 2 2 43 112002 .0000 1.0000 10.0000 10.0000 .0000 .0000 MEMB DESC 3 3 50 002000 18.0000 .0000 16.0000 22.0000 .0000 .0000 MEMB DESC 4 4 63 002000 - 18.0000 .0000 16.0000 22.0000 .0000 .0000 MEMB DESC 5 5 70 000000 9.0000 .0000 22.0000 22.0000 .0000 ::0000 MEMB DESC . 6 6 73 . 000000 - 9.0000 .0000 22.0000 22.0000 .0000 .0000 MEMB DESC DEG JT NUMBER BAND INDT DISPL SUPPORTS WIDTH Z • 0 18 3 10 3:1 W 1111 01000 0 50.0000 .0000 .0000 HEADER Ce .0000 10.0000 .3750 10.0000 .6250 FLANGE SEGMENTS 6 D 1. 12. ...1: 1. 12. 1. BRACING 0 0 10. 12. 1. 10. 12. 1. BRACING 07 0 .8500 1.3000 12.0000 BUCKLING W 2 3111 00000 0 50.0000- 50.0000 .0000 HEADER J H , r r - I . �: 1 ` . GENERAL GEOMETRY �AGBI 1 t DATE 7/ 8/200. , . TIME 16 :08 :45 PROJECT: C01987 Hangar 2 Jack Beam PROJECTION INITIAL END F Il A L END . MEMBER .LENGTH NO (FT) HRZNT VRTCL JT NO X COORD. Y COORD. JT NO X COORD. Y COORD. 1 1.00 .00 1.00 1 .00 .00 3 .00 1.00 2! 2 1.00 .00 1.00 2 54.00 .00 4 54.00 1.00 1 • 3 18.00 18.00 .00 3 .00 1.00 5 18.00 1.00 '� ILI 1:: 4 18.00 -18.00 .00 4 54.00 1.00 6 36.00 1.00 6 n ' 5 , .00 5 18.00 1.00 7 27.00 1.00 J U UO 1 6 9.00 -9.00 .00 6 36.00 1.00 7 . 27.00 1.00 N Q., W I • % X Y J I- MINIMUM JOINT COORDINATE .00 .00 N LL' • MAXIMUM JOINT COORDINATE 54.00 1.00 W O LL. Q N d Z 4. _ Z I- O Z I- W m n D C , O CO. • 0 I-- = ILI I- -- LL Z j U - .. H= I . . oI I Z • it r i r'rk rryy . t:'yi�}a - r„.7% • i lf,_ ; , \ ; . '4j • - - • 1 I - i - �.C-r - ---. t .3. : S UN STEEL BUILDINGS, INC. '`? 13 5 2002 MORGAN ROAD ' SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 • FRAME DESIGN = PAGE 2 : DATE 7/ 8/2002 TIME 16:08:45 PROJECT: C01987 Hangar 2 Jack Beam Z PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 1 - 2 'I- W 6 D . L E F T FLANGE ' RIGHT FLANGE U O PT u) . NO CB L /RT LD /AF CB L /RT LD /AF KL /RX KL /RY CM F'E Cl) = 1 1.000 4.308 35.200 1.000 4.213 21.120 3.185 4.427 .85014720.790 -If- 2 1.000 4.308 35.200 1.000 4.213 21.120 3.185 4.427 .85014720.790 N U- W ■ MEMBER FORCES FOR MEMBERS: 1 - 2 • < J lJ.. Q ABSOLUTE MOMENTS AND AXIAL FORCES N POINT MAXIMUM AXIAL H W NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL Z F (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -Ell (KIPS) Z 0 D +L D +W D +W Rev D +.5L +W W W D +.5L +W Rev D +L +.5W D +L +.5W Rev D +L Unbal ? Q D +L D +W D +W Rev D +.5L +41 U D +.5L +W Rev D +L +.5W D +L +.5W Rev D +L Unbal N 0 F- . WW 1 1 1 1 1 ...-a 1 1 = U F- 1 1 1 1 1 1 1 1 IL O• 2 2 - 2 2 2 2 2 2 Z 2 2 2 2 2 2 2 2 W CO l f ' _ ' ` • O F • 1 .00 .00 .00 8.82 .00 -1.32 .00 -1.89 .00 .84 Z .00 .26 .00 4.73 .00 4.44 .00 9.13 • .00 8.82 .00 -1.32 .00 -1.89 .00 .84 .00 .26 .00 4.73 .00 4.44 .00 9.13 2 1.00 .00 .00 8.82 .00 -1.32 .00 -1.89 .00 .84 .00 .26 .00 4.73 .00 4.44 .00 9.13 .00 8.82 .00 -1.32 .00 -1.89 .00 .•84 . .00 .26 .00 4.73 .00 4.44 .00 9.13 '1 rT(LP M1 „lti 8 , I t 4 , ,,,,,,,.. n � • js',.+yYc' t ?' yl.+ } 11 4w �. ST } ," 1"4k,K54 • 136 4 SUN STEEL BUILDINGS, INC. e 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 . 509 -837 -7008 ` FRAME DESIGN PAGE 3 • , I .-- . - ■,.4: r ---.. 4 , . ■ I I ''' '''••••• • • • • ... - .., • .e.,.....4-„,,. ,.. rrri , ,,Vr.••• ' :• A • *T6i.y li7EMTIV . . • 4' "' tp li Qr0;' 4-4,41 I i t ■ i , - i - -, r \l I r. a SUN STEEL BUILDINGS, INC. • • 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 "a FRAME DESIGN PAGE 5 f DATE 7/ 8 /20G: TIME 16:06:45 J PROJECT: C01987 Hangar 2 Jack Beam Z F= I MEMBER FORCES FOR MEMBERS: 3- 4 W w i A BSOLUTE ., • MOMENTS AND AXIAL FORCES U O 1 POINT MAXIMUM CO C I NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL COW = 1 (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) - .11. - 1 D +L D +W D +W Rev D+.5L+W CO LL W O 1 D+.5L+W Rev D +L +.5W D +L +.SW Rev D +L Unbal 2 1 D +L D +W D +W Rev D +'.5L +W g J D+.5L+W Rev D+L+.5W D+L+.5W Rev D +L Unba1 LL Q = V' 3 3 3 3 3 3 3 3 H= . I 3 3 3 3 3 3 3 f 3 ?~ 4 4 4 4 4 4 4 4 ZI 4 4 4 4 • 4 4 4 4 _ , D 1 .00 9.13 .00 .00 .00 .00 .00 .00 .00 .00 0 u) .00 .00 .00 .00 .00 .00 .00 .00 Cll- . .00 .00 .00 .00 .00 .00 .00 .00 2 U • .00 .00 .00 .00 .00 ; .ao .00 .00 I - � L I O 2 3.20 8.96 -27.93 .00 4.50 .00 6.33 .00 -2.40 .00 �jj N -.55 .00 -14.85 .00 -13.92 .00 -28.92 .00 1 _ , -27.93 .00 4.50 .00 6.33 .00 -2.40 .00 01- • -.55 .00 -14.85 .00 -13.92 .00 -28.92 .00 Z 3 6.40 8.78 -55.30 .00 9.56 .00 13.21 .00 -4.26 .00 -.55 .00 -29.14 .00 -27.28 .00 -57.28 .00 - 55.30 .00 9.56 .00 13.21 .00 -4.26 .00 ` -.55 .00 -29.14 .00 -27.28 .00 -57.28 .00 , ' 4 9.59 8.61 -82.12 .00 15.17 .00 20.64 .00 -5.55 :00 . .01 .00 -42.88 .00 -40.10 .00 -85.10 .00 - 82.12 .00 15.17 .00 20.64 .00 -5.55 .00 .01 .00 -42.88 .04 --- -40.10 .00 -85.10 .00 5 12.79 8.44 - 108.39 .00 21.33 .00 28.62 .00 -6.30 .00 1.12 .00 -56.07 .00 -52.36 .00 - 112.36 .00 *� - 108.39 .00 21.33 .00 28.62 .00 -6.30 .00 e' , 1.12 .00 -56.07 .00 -52.36 .00 - 112.36 .00 ! ;',' . 6 15.99 8.26 - 134.11 .00 28.05 .00 37.16 .00 -6.50 .00 2.78 .00 -68.70 .00 -64.07 .00 - 139.07 .00 ' •�r i„ Rr ,p . , 1 - 134.11 .00 28.05 .00 37.16 .00 -6.50 .00 r' � 2.78 .00 -68.70 .00 -64.07 ..00 - 139.07 .00 t 4v14-' i 7 16.01 .59 - 134.12 .00 28.04 .00 37.15 .00 -6.51 .00#^ 2.77 .00 -68.71 .00 -64.08 .00 - 139.08 .00 I 1,i::::, :(}; - 134.12 .00 28.04 .00 37.15 .00 -6.51 .00 r n .. , :. ...; ..i ; a•a. .. .r.r:� ,r rc:�t ir.,:. 'x. �:. . , a �• <r K,,r4 "k -�..! .... ....,.. rnrra++-.smx•+.wvw,w.. u,+,x.•a;d N ,AtN�k�VSYAt49$'h t , ( 2.77 .00 -68.71 .00 -64.08 .00 -139.08 • .01 39 8 18.00 .49 -135.19 .00 26.96 .00 36.08 .00 -7.58 .00 1 1.69 .00 -69.79 .00 -65.15 .00 -140.15 .00 -135.19 .00 26.96 .00 36.08 .00 -7.58 .00 1.69 .00 -69.79 .00 -65.15 .00 -140.15 .00 Ui .11C 6 '3 0 0 co • u1 WI U) U. - u j g =3 u_ < t"' I ILI Z F- 1- 0 Z Lu :3 C3 O := O I- UJ u j I 0 r - Z 0 0) 0 ' j • te OEVI 1 r - i - -�.cr �1 ,' I i t . • fos t ' SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD 1 4 0 SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 FRAME DESIGN PAGE 6 DATE 7/ 8/200: n . TIME 16 :08:45 PROJECT: C01987 Hangar 2 Jack Beam Z k-Z STRESS ANALYSIS FOR MEMBERS: 5 - 6 W CC 2 J0 LEFT EXT•REM I TY RIGHT EXTREMITY WEB 00 PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR. J H NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO CO U- (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) W 0 r 1 .00 30.00 11.48 22.76 .505 .00 30.00 -11.48 30.00 .383 .020 2 2 .00 30.00 11.56 22.76' .508 '.00 30.00 -11.56 30.00 .385 .015 Q 3 .00 30.00 11.62 22.76 .511 .00 30.00 -11.62 30.00 .387 .010 CO 4 .00 30.00 11.65 22.76 .512 .00 30.00 -11.65 30.00 .388 .005 = d 5 .00 30.00 11.66 22.76 .512 .00 30.00 -11.66 30.00 .389 .000 • H W ,r Z H GEOMETRIC PROPERTIES FOR MEMBERS: 5 - 6 Z 0 11J uj SECTION D E S C R I P T I O N FULL SECTION PROPERTIES D p . I 0 N : POINT LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS CIF- NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT = W I (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN21.. (IN4) (IN3) (IN3) H F 1 .00 12.0 .500 264.0 ' 12.0 .500 264.0 .187 22.00 .0 16.1 1684.9 146.52 146.52 LL 0 2 2.25 12.0 .500 264.0 12.0 .500 264.0 .187 22.00 .0 16.1 1684.9 146.52 146.52 L1! Z 3 4.50 12.0 .500 264.0 12.0 .500 264.0 .187 22.00 .0 16.1 1684.9 146.52 146.52 () 17- = , 4 6.75 12.0 .500 264.0 12.0 .500 264.0 .187 22.00 .0 16.1 1684.9 146.52 146.52 0 H; • 5 9.00 12.0 .500 264.0 12.0 .500 264.0 .187 22.00 .0 16.1 1684.9 146.52 146.52 Z FLANGES WEB YIELD STRESSES (KSI) 50.0 50.0 FE,; 15 ,7 - ;:: .ALL % %' r, �.. . i • 1 it ; tt, 4 ' n ' _. .. .. � ... 9c, .. .... .,..- ....`a;.,.,, ,,,. . e. s .,; +..v ,..,.. A . .. ... � ....�.,...w.,........wssuwev., w,..e. �q+ rnvr .�•..wr. +,.= Yx?+!!ri; .teravi4fareP7!1 `t1NlFP 1 • • $ 1..) SUN STEEL BUILDINGS, INC. 1 4 1 2002 MORGAN ROAD • SUNNYSIDE, WASHINGTON 98944 ' 509- 837 -7008 FRAME DESIGN PAGE 7 ` ; DATE • 7/ 8/2002 TIME 16:08:45 PROJECT: C01987 Hangar 2 Jack Beam Z ; = I- • Z PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 5 - 6 2 . LEFT FLANGE • RIGHT FLANGE U O NO CB L /RT LD /AF CB L /RT LD /AF KL /RX KL /RY CM F'E = W J � 1 1.000 80.447 1012.000 1.000 80.447 1012.000 63.370 88.309 .850 37.186 N LL 2 1.000 80.447 1012.000 1.000 80.447 1012.000 63.370 88.309 .850 37.186 W O 3 1.000 80.447 1012.000 1.000 80.447 1012.000 63.370 88.309 .850 37.186 4 1.000 80.447 1012.000 1.000 80.447 1012.000 63.370 88.309 .850 37.186 g J • 5 1.000 80.447 1012.000 1.000 80.447 1012.000 63.370 88.309 .850 37.186 LL ` j a . H = , ' Z =_ H- O . Z I- W co CI - . W UJ = ill Z'. I= 0 H. • • • 1 . i. A , { '77 ! " S 0 ' >r,,: .. ..;. .. . .. .. .. ,.. ..• •.,'.; .., ,.>a ,.,, ,...,.._r. w. .. ..t..,Y ...,.,. rssur..... m•. , enf4tl!'Ti¢?M•Wwtt rw. e!d1KaN. 1+hnM ,. ,. .;..w .. .... ... . .. .�_ ,.. _........ .. ...... -MYH :rail'. I - .-- -' 4; r f `'_''•) i SUN STEEL BUILDINGS, INC. 4 2002 MORGAN ROAD l 4 2 SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 . >j FRAME DESIGN PAGE 8 a DATE 7/ 8/2002 • TIME 16 :0E:45 PROJECT: C01987 Hangar 2 Jack Beam 1 HZ '. MEMBER FORCES FOR MEMBERS: 5 - 6 Q W Q � ' J ABSOLUTE, • MOMENTS AND AXIAL FORCES 00 POINT MAXIMUM p Mill NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL 1J I (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -FT) (KIPS) (K -Fr) (KIPS) W U.. D +L D +W D +W Rev D +.SL +W tL 0 D +.5L +W Rev D +L +.SW D +L +.5W Rev D +L Unbal 2 D +L D +W D +W Rev D + :SL +W g Q : D +.5L +W Rev D +L +.SW D +L +.SW Rev D +L Unbal N p I d 5 5 5 5 5 5 5 5 H= 4. Z 5 5 5 5 5 5 5 5 F - ~ O : 6 6 6 6 6 6 6 6 Z 6 6 6 6 6 6 6 6 Ill uj p 0 1 .00 .49 - 135.26 .00 26.98 .00 36.10 .00 - 7.58 .00 0 O CO. 1.70 .00 - 69.82 .00 - 65.18 .00 - 140.22 .00 p I_ W UJ - 135.26 .00 26.98 .00 36.10 .00 -7.58 .00 = • 1.70 .00 -69.82 .00 -65.18 +; p.0 - 140.22 .00 • - 0 , 2 . 2.25 .36 - 136.21 .00 26.03 .00 35.15 .00 -8.53 .00 W Z .75 .00 -70.77 .00 -66.13 .00 - 141.17 .00 00 _ { - 136.21 .00 26.03 .00 35.15 .00 -8.53 .00 0 • ~ .75 .00 -70.77 .00 -66.13 .00 - 141.17 .00 3 4.50 .24 - 136.90 .00 25.34 .00 34.46 .00 -9.22 .00 , .06 .00 -71.46 .00 - 66.82 .00 - 141.86 .00 - 136.90 .00 25.34 .00 34.46 .00 -9.22 .00 .06 .00 -71.46 .00 -66.82 .00 - 141.86 .00 • 4 6.75 .12 - 137.31 .00 24.93 .00 34.05 .00 -9.63 :00 • -.35 .00 -71.87 .00 -67.23 .00 - 142.27 .00 I - 137.31 .00 24.93 .00 34.05 .00 -9.63 .00 -.35 .00 -71.87 .00 -67.23 .00 - 142.27 .7-..._ .00 5 9.00 .00 - 137.44 .00 24.80 .00 33.92 .00 -9.76 .00 - :; • -.48 .00 -72.00 .00 -67.36 .00 - 142.40 .00 111)7° i - 137.44 .00 24.80 .00 33.92 .00 -9.76 .00 i .* fivrt w..--......1„,; -.48 .00 -72.00 .00 -67.36 .00 - 142.40 .00 ° j , y `` 8 y � j7a 4�, I � ,, , y.: C yi 1 i...' .•. ...•`'.: .: -- ..... .. ....., a.. .b��'S'IMINWW4MStlidIIEIVW'M..M MMA.I.1iGD 1MM7kM11.H�' - • ,.. .. 1 ii . , , .1. • SUN STEEL BUILDINGS, INC. A �] 2002 MORGAN ROAD y J SUNNYSIDE, WASHINGTON 98944 509- 837 -7008 ..j . P F RAME DESIGN 1 PAGE 9 ' DATE 7/ 8/2002 ' TIME 16:08 :45 ' PROJECT: C01987 Hangar 2 Jack Beam Z i ' t- Z LU 1 FORCES ACTING ON SUPPORTS w LOADING CONDITION (..) 0 N 0 W= SUPPORT HORIZONTAL VERTICAL MOMENT J NO D E S C R I P T I O N NO (KIPS) (KIPS) (K -FT) OW 1 D +L 1 .00 8.82 .00 ' W O' 1 D +L • 2 .00 8.82 .00 2 1 D +L 3 w .00 .00 .00 Q QQ : -J' TOTAL FORCES ACTING .00 17.64 N n TOTAL FORCES APPLIED .00 17.64 = ° : I_ LU r Z I 2 D +W 1 .00 -1.32 .00 O 2 D +W 2 .00 -1.32 .00 2:i. 2 D +W 3 .00 .00 .00 2 Uli TOTAL FORCES ACTING .00 -2.64 U 0 TOTAL FORCES APPLIED .00 -2.64 0 N , O i.- W ill 3 D +W Rev 1 .00 -1.89 .00 10 H U 3 D +W Rev 2 .00 -1.89 .00 i - 3 D +W Rev 3 .00 .00 .00 • �''' TOTAL FORCES ACTING .00 -3.78 W Z TOTAL FORCES APPLIED .00 -3.78 U N . o '_ 4 D +.5L +W 1 .00 .84 .00 Z 4 D +.5L +W 2 .00 .84 .00 , 4 D +.5L +W 3 .00 .00 .00 TOTAL FORCES ACTING .00 1.68 TOTAL FORCES APPLIED .00 1.68 5 D +.5L +W Rev 1 .00 .26 .00 ' 5 D +.5L +W Rev 2 .00 .26 .00 • 5 D +.5L +W Rev 3 .00 .00 .00 TOTAL FORCES ACTING .00 .52 ' --- TOTAL FORCES APPLIED .00 .52 s- 6 D +L +.5W 1 .00 4.73 .00 - u;vs ' 6 D +L +.SW 2 .00 r. ! .,:%, '.: i 4.73 .00 ,� " r r 6 D +L +.5W 3 .00 .00 .00 - TOTAL FORCES ACTING .00 9.46 E ; ii TOTAL FORCES APPLIED .00 9.46 ; Q -s f Y't�v tJ I..•. 1.:. . ... ..'.. '' . .. i '_'. .: ... .. ...• ..., ♦.., n.... .....ilrui4.+u.wti ..�,. .. .... ... ,,.tw+en.yr Y. .. . .`N'Nlft`/N.1J.IN rb. ' 1 �1tiW t 1 . __ • - . . ' >.., _,• L SUN STEEL BUILDINGS, INC. • 2002 MORGAN ROAD 1 SUNNYSIDE, WASHINGTON 98944 y • 509 -837 -7008 • • FRAME DESIGN ; PAGE 10 DATE 7/ 8 /200 • TIME 16 :08 :45 • PROJECT: C01987 Hangar 2 Jack Beam Z . , 1F.: ,H Z FORCES ACTING ON SUPPORTS g H • • . .R 3 , r'' M..o M n .. .c_...._ ::..:.....:.::. ..._..,. ..H..,_. _... « ...,...... + >..w•rwr.wxc .....inav«uswe.cr+e+ta.++n Wye , ,•` a • Ii ;;' f! • r` 4. SUN STEEL BUILDINGS, INC. `1 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 J' al 1 509 - 837 -7008 { ii FRAME DESIGN PAGE 11 i DATE 7/ 8/200; 0 TIME 16:08:45 PROJECT: CO1987 Hangar 2 Jack Beam Z 1I-- • F- Z UJ EXTERNAL MEMBER LOADS q W UNIFORMLY J V LOADING CONDITION - DISTRIBUTED LOADS C O N C E N T R A T E D LOADS V 0 MEMBER (O COW NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT -= (K/FT) (K /FT) (FT) (KIPS) (KIPS) (K -FT) S u- 1 D +L 1 .000 .000 - W O 1 D +L 2 .000 .000 s 2 1 D +L 3 .054 .000 -( ' • lL Q ' 16.00 7.36 .00 .00 CO D 1 D +L 4 .054 .000 Z W 16.00 7.36 .00 .00 Z H 1 D +L 5 .054 .000 r 1 D +L 6 .054 .000 Z I- 2 D +W 1 .000 .000 2 n 2 D +W 2 .000 .000 U0 2 D +W 3 .054 .000 O N 16.00 -2.78 .00 .0 0 H LU 2 D +W 4 .054 .000 Z Q U . 16.00 -2.7.8 .00 .00 f- { 2 D +W 5 .054 .000 - W Z 2 D +W 6 .054 .000 V N 3 D +W Rev 1 .000 .000 H Z 3 D +W Rev 2 .000 .000 . i. { 3 D +W Rev 3 .054 .000 , 16.00 -3.35 .00 .00 3 D +W Rev 4 .054 .000 16.00 -3.35 .00 .00 3 D +W Rev 5 .054 .000 . 3 D +W Rev 6 .054 .000 4 D +.5L +W 1 .000 .000 . 4 D +.5L +W 2 .000 .000 ' 4 D+.5L+W 3 .054 .000 16.00 -.62 .00 .00 • --- 4 D+.5L+W 4 .054 .000 . 16.00 -.62 .00 .00 4 D +.5L +W 5 .054 .000 4 D +.5L +W 6 .054 .000 1.2. )::21 �(�``' 5 D+.5L+W Rev 1 .000 .000 ,-'.,,{ ,, 5 D+.5L+W Rev 2 .000 .000 ri461::r1 5 D +.5L+W Rev 3 .054 .000 ± 1 16.00 -1.20 .00 .00 / 4 " ' r1 '"a{ ; " , 17.4:41:47 � .S�F�5} { ,�. c , ,•a h; , ; 1 ': h r, .t§ S : 1 i , ___ �. - - - .- -- , +, .4 SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD • ' , 1 • SUN STEEL BUILDINGS, INC. >, 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 . . 147 509 - 837 -7008 { FRAME DESIGN PAGE 13 DATE 7/ 8/2002 • TIME 16:08:45 ' PROJECT: C01987 Hangar 2 Jack Beam Z MEMBER END TRANSLATIONS W - J C.) LOADING CONDITION• END TRANSLATIONS U 0 U) C COW MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ J NO (IN) (IN) NO (IN) (IN) fA U- 1 1 D +L 1 .00 .00 3 .00 .00 W o h 1 2 D +W 1 .00 .00 3 •.00 .00 2 1 3 D +W Rev 1 .00 .00 3 .00 .00 J W Q • 1 4 D +.5L +W 1 .00 .00 3 .00 .00 (n c 1 5 D +.5L +W Rev 1 .00 .00 3 .00 .00 Z W 1 6 D+L+.5W 1 .00 .00 3 .00 .00 ~_ f Z F- 1 7 D +L +.5W Rev 1 .00 .00 3 .00 .00 H 0 1 8 D +L Unbal 1 .00 .00 3 .00 .00 Z I - . 2 1 D +L 2 .00 .00 4 .00 .00 2 D 2 2 D +W 2 .00 .00 4 .00 .00 V 0 2 3 D +W Rev 2 .00 .00 4 .00 .00 O co 2 4 D +.5L +W 2 .00 .00 4 .00 .00 01-- 11J W 2 5 D +.SL +W Rev 2 .00 .00 4 .00 .00 I() 2 6 D +L +.SW 2 .00 .00 4 .00 .00 W H. 2 7 D+L+.5W Rev 2 .00 .00 4 .00 .00 2 8 D +L Unbal 2 .00 .00 4 .00 .00 U Z U) 3 1 D +L 3 .00 .00 5 -1.38 .00 I I j 3 2 D +W 3 .00 .00 5 .26 .00 Z ~: • 3 3 D +W Rev 3 .00 .00 5 .35 .00 . 3 4 D +.SL +W 3 .00 .00 5 -.09 .00 3 5 D +.5L +W Rev 3 .00 .00 5 .01 .00 3 6 D +L +.5W 3 .00 .00 5 -.72 .00 3 7 D +L +.5W Rev, 3 .00 .00 5 -.67 .00 3 8 D +L Unbal 3 .00 .00 5 -1.43 .00 ' 4 1 D +L 4 .00 .00 6 -1.38 .00 . 4 2 D +W 4 .00 .00 6 .26 .00 4 3 D +W Rev 4 .00 .00 6 .35 .00 4 4 D +.5L +W 4 .00 .00 6 -.09 .00 4 5 D +.SL +W-Rev 4 .00 .00 6 .01 .00 4 6 'D+L+.5W 4 .00 .00 6 -.72 .00 4 7 D+L+.5W Rev 4 .00 .00 6 -.67 .00 _. `•','=- . „.. 4 8 D +L Unbal • 4 .00 .00 6 -1.43 .00 " ,r ' 5 1 D +L 5 -1.38 .00 7 -1.57 .00 ^' 4, c∎' • 5 2 D +W 5 .26 .00 7 .30 .00 5 3 D +W Rev 5 .35 .00 7 .40 .00 . ' 5 4 D +.5L +W 5 -.09 .00 7 -.10 .00 ( ' } MN ; itERTA.f. IA n�' Uit:sF 1 tY:1;F a . r } i , ...G:J . �. ... ...•..r.;w re' -....x ,., d r.. ,. ... ,..: `8 ai ,a eYC..a +. «.u......... .. _... ... w.....umr,.wcMfavfto•w*dmn.o. . wm......opm440MWk!57CA!2 1 --- -, , ..: .. • }.• ' I ► SUN STEEL BUILDINGS, INC. • 14 8 2002 MORGAN ROAD SUNNYSIDE, WASHINGTON 98944 • 509 -837 -7008 FRAME DESIGN PAGE .14 t DATE 7/ 8/200: TIME 16 :08:45 . q PROJECT: C01987 Hangar 2 Jack Beam Z I _ W . MEMBER END TRANSLATIONS D Q � . LLW U 0 LOADING CONDITION• END TRANSLATIONS CO Q our ' MEMBER NO DESCRIPTION JOINT VERT HORZ JOINT VERT HORZ -II-- � : NO (IN) (IN) NO (IN) (IN) N W O 5 5 D +.5L +W Rev 5 .01 .00 7 .01 .00 2 } 5 6 D +L +.SW • 5 -.72 .00 7 «.82 .00 Q J I 5 7 D +L +.5W Rev 5 ' -.67 .00 7 -.76 .00 - Q . • D ( 5 8 D +L Unbal 5 -1.43 .00 7 -1.63 .00 = D ( 6 1 D +L 6 -1.38 .00 7 -1.57 .00 W E 6 2 D +W 6 .26 .00 7 .30 .00 Z 6 3 D +W Rev 6 .35 .00 7 .40 .00 r ZO 6 4' D +.SL +W 6 -.09 .00 7 -.10 .00 W 6 5 D +.5L +W Rev 6 .01 .00 7 .01 .00 2 D p : 6 6 D +L +.5W 6 -.72 .00 7 -.82 .00 0 CO 6 7 D +L +.SW Rev 6 -.67 .00 7 -.76 .00 6 8 D +L Unbal 6 -1.43 .00 7 -1.63 .00 W W . Z 1--r MODULUS OF ELASTICITY (KSI) 29000.00 11- O W Z U 0I• ' \ , .--- • :1 ter, r' ,�.fu3;. • 1`Jrif { TY% i Lwau Y m a ; , ' ..,. .... i_.... „. _.... .............._.._......_.__.. .... »,..,.........._.�_ __..,...... - �H:ssv.: • . . w ,_............... .`. »....t.....x, wwrcw.•/ ts. tnm�n HUWee«.n +in�n.aw+«..«w.n.+•wxnr .unat . t9i`uYa(:.' nt.?H,�f • • . } --- . �. , - /- - 't•Gr t •L SUN STEEL BUILDINGS, INC. ' 2002 MORGAN ROAD . Tiio • f SUNNYSIDE, WASHINGTON 98944 ' II 509 - 837 -7008 tr i FRAME DESIGN PAGE _16 :1 DATE 7/ 8/200;. l ?; . TIME 16:08:45' s PROJECT: C01987 Hangar 2 Jack Beam a • MEMBER MEMBER , I Z TYPE NO . LENGTH WEIGHT re W (Fr) (LB) 6 j 1 V O 1 1. 00 39. 0 W W 2 1.00 39. WI: 3 18.00 1042. J 4 18.00 1042. W O 5 9.00 493. , 2 6 9.00 493. ' J LL Q n ; SUBTOTAL 3147 . = U' TOTAL 56.00 3147. F- _ + Z F- DENS ITY (LB /IN3) .2830 Z 0 Ili • n '. • - 0 ;O - O l--' ZV " ,, t- W Z, 05_4. O /7 • Z l' 4 / ; s , , , r,...., .,„, • "'° J'` j ; Y S , f t ',,4:7,4, 1 1 a .,. !f '`'j Y'' ^' 4 �; V: :,- . .. .,. •A•i}n FPM, d. ,.� .,. .... .:ff�. 1 , . - k 4; r s ' .. 1 ; .• 0 .. . ) • . . S' . . .,... . -, - . ..,"...., , ,, ■ KING COUNTY AIRPORT 1 z i 1 FILE COPY _ re w 6 D —1 (..) ) I 00 • co o . 1 . STRUCTURAL CALCULATIONS . 11J 111 1 1 CO u_ i0 for 1 g :I 1 1 LOT 14 REDEVELOPMENT u_< (OD 0 • I-- x Z 1.- 1 HANGER 2 FOUNDATION z I- I W 2 D I D 0 C.) I 0— 1 KPFF Project N 3 . 101183.31 0 1.-- Ill ill X o I= L I 0 Z Lii c o 1 1 >irst 0 ,,i.. va ' A PA a - V--. 414' ea , - z :_ve r LII_L 1 6 2 002 1 1 f le .'k 1 _ r.o, 4 1 \ j • I , ( .. s ,, ;,4.. . 1 \ 7 . ' • 2 : Zi ;' ' REID MIDDLETON . . 1 EXPIRES 9,q0/ . ., . • I ' s,` il",1 ■ , CAT1 ,03 ,: .. \''' \ ',..-' ' ro RECEIVED I . ,.„, n 0 CITY OF TUKwILA 't i: .".. June 2002 i • . 1 '), 211 , 1 , _ _t 1 411\.) PERMIT CENTER 1 • .-"--:. :‘ - " 11:-1 ""-- ;xi . •- - Prepared By: 1.1.74,!, \s . ,' •i KPFF Consulting Engineers 711 Court A, Suite 202 Tacoma; Washington 98402 (253) 396-0150 Fax (253) 396-0162 1D2 awl Fe9 , i p — __ ? Eave Height 17.8958 feet w I Pitch 1 :12 1 :12 J • Peak Height 19.90 feet — 9 PU RL P/5 w d Building - S Gi R.Ts . re 4/15 I- w I Width --- 48.00 feet 24 to peak _ Length --- 322.06 feet - 10 fir= R 15 U� s Z ~O Purlins Spacing— 4.17 feet on center w w Height of Floor— 0.00 feet (if applicable) U CI • O No other buildings within 20','except as noted = w Wall and Roof Condition = Partially Enclosed - -• i u- O w Z U — . C) ® O ® ® @ Cori @C 8c9 t1 9 ©@ 8 ;� o • z . gFale IRm1 goy, J8 t. • • 3, : 9, 1:-.) I ' Y- — ' V4 k - r X 13 X 09 a4 - . I . e 1 . 1 - 1 • — ‘ It , 14 '/ IL R. it 16 it, 14 14 14 it, Its it, It: to It . - ? , r --? ? — 3r $-- L �- Z L L L — Iv cA - YA • cr - 4 44 y - > Yom- - • .. , a ' y7 , w•.. ,tai{ . I-' Ya" 21' 1`t 2;' 14' 11.' If, :z` I1 11' It, y.' 1 Zb' Ito' 1-y ti' 3/9 {{ r r � 44, • ilk • n � i a t 4 '11 t ., .1 r V,N.,,''s Erkga .. . .... .. •... ..... ..... .. :.. _ ._... ....«... �-, s.•«.»,.- n•.., a..,. o,..... o-r.....,.... rsvm+ :GP+MA+M.tiYR�'Pk��G'I+o'PoUn.., . T �•TM., • I 0 sun ..... 2 002 MCRGAN ROAD - % SUNNYSIDE. WA. 9891.E JOB N UMBER PAGE n 1 i ` i (509) 859 -7000 BUILDING S r S T E r.1 S FAx (s09I 837 -8a64 *GLUT I oNS + St IV I CS ENGINEER DATE I ti j I (TB) TRIBUTARY BAY: ZO (0 Z WALL CONDITION: P EA/LL LINE(S) it Z 17 1 I- (U-) SNOW /LIVE LOAD: H Z 2S PSF Z IL (WL) WIND LOAD: 18. 28 PSF - 2 m (AL) AUX. LOAD: 3 PS F U O ( DL) DEAD LOAD: `i 5 F. 0 1.2 1.2 �a,'•\ CO W 12 JAI,. I lam y o N o 06 p i 2 _ 9 a a � ) '' _ C D 0 cL z "� — .C W W .2.. Oco Z • 0 1- -. 2 ' . 2 ' H 0 ii $ ..- � - z iii (0 REACTIONS U LOAD SUPPORT HOf1IZ. VERT. OUTSIDE FLANGE p H • D I II 1 /q 1 /4v ( `1Ak(o WS, lo Z D +L 0 .IE'l 3a ,(0 Q • (7 © o 14 • D +w I `LI, -G.58 @ 0 6U 0 +W 5 �I, S la - 9. 3 2 I2. i 12-32. IL . D +W \ Ah -G Yq„ ( ' /Ay(a USE (zl Y3/4 '' A307 J -BOLTS INSIDE FLANGE . 2 -I / 4" - I/Z� 3� I/ZS 5 �a x �o PLS. 4' 4' I ii.. - • - - - I W/ A - G 4325 � t' S t fr Z- x PLS. X PL S. w� " ; BOLTS ::: r :, 4 •- —= W/ 4 - 5/.i A325 W/ - A325 r • BOLTS BOLTS f i t '!"! : , �I ' �� 4' 4 t �, � t s ~`"` ` a il ' 2 -I /4' Z -I /4" `sue....•' y• HAUNCH rLIR RAFTER X4.4 65 ' .t, � 'i T 3 t 1I ; .C.,4 .C.,4 V F 4 • i4 ?, Fk5 T N �� i' 1 . ,g _ f'. .. .;, ..,,,:. ., ...t. r.•. ..: S. s. tia: c T' P. T: aSLa .:rvNS�,.w :iwr .r. ' µ ...+,,• ..•.n ... .... ... ....... .. , n. ti,. u,• rrw. n;.: ..,,•v,.mt.xn:NU' F:SixK94k'Yrf..l1h9?= '�YM}' §N r , _ / . ,,, , 11 D +E 1 .52 2.18 .00 ' 11 D +E 2 .00 1.28 .00 11 D +E 5 .70 3.70 .00 . TOTAL FORCES ACTING 1.22 7.16 TOTAL FORCES APPLIED 1.22 20.46 12 D +E Rev 1 -.56 4.00 .00 1 _a Y j 12 D +E Rev 2 .00 1.12 .00 p _ t G 1 12 D +E Rev 5 -.66 2.04 .00 = °r= V &' TOTAL FORCES ACTING -1.22 7.16 j ` TOTAL FORCES APPLIED -1.22 20.46 . , , :4 %�' ' i. � rs +1 1FA tw f,..4n1 ?S. ' {4.r , ‘ , . 6 12540 i i - �: Cr- USE ( ) J 7. 4 A307 J -BOLTS Ai r ye Pip, 4. . Y. 'i*yi 7 1b' P rt x✓ i. y ,.. 1 � 4=1, ,,s 4 a j), ' .: .�:' '� .•. aR>i 1/,2 I .-,- I tM.W14 11a5W.4 Ii 1 1 ._ ' � ., • . 1 SUN STEEL BUILDINGS, INC. 2002 MORGAN ROAD O SUNNYSIDE 98944 _ • - 509- 837 - 7008 - . , {., { ■ . SUN STEEL BUILDINGS, INC. f I•1,2 ��A:5' } i k .61 xcs ., ti . _ w nw,rat+w to . ' i , ! _«\ • SUN STEEL BUILDINGS, INC. " ' 2002 MORGAN ROAD O �� SUNNYSIDE, WASHINGTON 98944 • - • 509- 837 -7008 - i t . . FRAM DESIGN _ PAGE 4 DATE 5/23/20( TIM 15:34:39 PROJECT: C01987 St1 Crft Wind Col . Z O I-. FORCES ACTING ON SUPPORTS • `~ W W LOADING CONDITION U O N c SUPPORT HORIZONTAL VERTICAL MOMENT W =, NO D E S C R I P T I O N NO (KIPS) (KIPS) (K -FT) -II- 1 D +L 1 .00 4.78 .00 1 D +L 2 .00 .00 .00 • W S` } . TOTAL FORCES ACTING .00 4.78 J TOTAL FORCES APPLIED 00 4.78 LL 52 d 2 D +W 1 2.59 -2.09 .00 � LU 2 D +W 2 2.59 .00 .00 Z 1- TOTAL FORCES ACTING 5.18 -2.09 Z 0 TOTAL FORCES APPLIED 5.18 -2.09 lU ul . D O 3 D +W REVERSE 1 -2.59 -2.09 .00 U U)' 3 D +W REVERSE 2 -2.59 .00 • ' '.00' O � } TOTAL FORCES ACTING -5.18 -2.09 U.)Lu • TOTAL FORCES APPLIED -5.18 -2.09 I H i . U O, . . 4 D +.5L +W 1 2.59 -.69 .00 .. Z: N 4 D +.5L +W 2 2.59 .00 .00 ' O } TOTAL FORCES ACTING 5.18 -.69 0 _I = -, . TOTAL FORCES APPLIED 5.18 -.69 Z 5 D +,SL +W REVERSE 1 -2.59 -.69 .00 • 5 D +.SL +W REVERSE 2 -2.59 .00 .00 TOTAL FORCES ACTING -5.18 -.69 \ TOTAL FORCES APPLIED -5.18 -.69 ' 6 D +L +.SW 1 1.30 2.06 . .00 6 D +L +.SW 2 1.30 .00 .00 TOTAL FORCES ACTING 2.59 2.06 TOTAL FORCES APPLIED ' 2.59 2.06 7 D +L +.5W REVERSE 1 -1.30 2.06 .00 7 D +L +.5W REVERSE 2 -1.30 .00 .00 ;,-;;;Z:; , TOTAL FORCES ACTING -2.59 2.0 6 '`- ri TOTAL FORCES APPLIED -2.59 2.06 ( ) ; .4.; . h'; 4 , .J .. ... .. ' • . P-qE- ENGINEERED BUILD' ~' . FVUNDAT1ON LOAD SUMMARY HANGAR 2 Frames 1 & 18 Support 1 Support 5 Support 6 Support 2 ' Load Horizontal Vertical Horizontal Vertical Horizontal Vertical Horizontal Vertical z Combination (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) • H z tij Parallel Loads aa D J U D +S 0.00 11.10 0.00 4.78 0.00 4.75 0.00 2.29 N o D +W 2.97 -3.15 0.00 -2.56 0.00 -2.56 0.71 -1.40 w 2 D -W -0.71 -3.69 -1.84 -2.79 0.00 -2,77 -1.13 -1.17 N D +S /2 +W 2.97 0.61 0.00 -0.69 0.00 -0.71 0.71 -0.49 p . , -" � / .• FOUND-QTION SIZING TO RESIST-.UPLIFT HANGAR2 Allowable Soil Bearing Pressure = 2,000 psf Concrete Weight = 150 pcf Longitudinal Grade Beam Width at Bottom = 3.17 feet z Frame/ Downward Longitudinal Transverse Footing Total Bearing Support Load Length Length Depth Weight Weight Pressure ' - w (pounds) (feet) (feet) (feet) (pounds (pounds) (psf) ct JU 1/1 11,100 3.5 3.5 1.5 2,756 13,856 1,131 0 0 1/5 4,780 1.5 6 1.5 2,025 6,805 756 co w ' 2/1 16,080 9.5 2 1.5 4,275 20,355 1,071 H 2/5 17,490 16 2.33 1.5 8,388 25,878 694 N w0 w � . H d Additional Slab Wei • H =w Frame/ Uplift w/ Longitudinal Transverse Uplift w/ z f.. Support Uplift Load Footing Length Length Depth • Weight Slab z 0 (pounds) (pounds) (feet) (feet) (inches) (pounds) ( ounds) w w 1/1 3,690 934 5.5 5.5 5 1,125 -191 UO co 1/5 2,790 765 6 6 5 1,688 -923 01-- I 2/1 8,770 4,495 9.5 14; 5 7,125 -2,630 w w 2/5 12,430 4,042 16 10 5 7,670 -3,628 H- H w Z - x O • Additional Grade Beam Weight . Z Factor of Uplift w/ Total Safety Frame/ Longitudinal Transverse Grade Foundation Against Support Length Length Depth Weight Beam Dead Load Uplift • ' ' (feet) (feet) (feet) (pounds) (pounds) (pounds) • • 1/1 5.5 3.71 1.08 1,206 -1,398 5,088 1.38 ' 1/5 0 3.71 1.08 0 -923 3,713 1.33 2/1 0 3.71 1.08 0 -2,630 11,400 1.30 2/5 0 3.71 1.08 0 -3,628 16,058 1.29 • �/ 007 of S GA 6 0,-/ / ' �Ci?� /O ; .5 P js .`7 - -R 4,` 2- Fc 2 r /` / 4): ,- ; - !_,)1c.),4-6,c- - ii:-/ - 7 Q 16. ? �.•- • . r ► , ' . x Z -I- z -r•- Cv - 1 ' ,. �, 'G i y 6/18/02 Page 2 of 2 ,•,; ; („4) // f ' Hangar2.xls ; :; • s iaSki ',,Ti .. ..,....._... a._.... ..w,..i.r..;- .,.;..,..«.u....0 ......:i:..ii.n...uya : ai.r ::.:'.e,.u..:: , +.re 1«,,.. .. .» ..... .. . * ,- . ,...v.,=,••'t • .4,4..m...44.--- . ., y , '.i i,k,,, ^yk' . , v • --' ANCHORAGE TO CONCf':T . . 1997 UBC Bolt Spacing (Parallel to Free Edge) = 4 in z O w uj ASTM Bolt Designation = F1554 j p fut= fc = 60 ksi 03 . 4 ksi 01-- x= 0.65 =v E- u. 1 : 0 z Design Pu = 7.8 kips ui co Design Vu = v 9.8 kips F-= O • Ab= z 0.442 in ^2 • Pss = Ap = 47.7 kips 1:1)pc = 448 102, Reduced due to Free Edge Distance 73.7 kips Vss 4)Vc = 39.8 kips 8.3 kips, < 10 Diameters from Free Edge, Reinforcing Required if Shear Pu/pc = is Acting Toward Free Edge 0.11 <= 1.000K Vu /4)Vc = : :...___ � 1.19 >1.00NoGood % /F5 / Q0f /46:0 ; 5/3 E E c( �f /E?� 7 1.01 > 1.00 No Good (Pu /Pss) ^z + (VuNss)^Z = y 0.09 <= 1.00 OK i kkli'l , Not Applicable for Bolts at a Corner. �'€ `' Fky 6/12/02 •k:,,,, Anchor Bolts.xls � (. „:,anti,, _ - .. __..__. .r...R...• • .W......»:ro.....,.t t...e{rMaa+c..og +Y. at61iNtowt4ttomm, ` • project H4 /6„/ /7/ ■.. / by J 5 sheet no. • • • Consulting Er - -"'ers location 7U /GLJ/ C.,"1 //tit-11 '' date . // Z /0 - 1201 Third Avenue, Suite 900 , _. Job no, - Seattle, Washington 98101 client ,/,‘,..r6 Co (.1yr'� 4/f D /�../ (206) 622 -5822 Fax (206) 622 -8130 ICI /vi 3/ • 2.\- ,,,, ,i `2:' 1 C;.,t ;, 12, i(i?17 I, f7 417 , 0714. W it 4 nr ..._. ....._...r + .............,MVYr... . • i ■ E _-.ANCHORAGE TO CONCETE 1997 UBC SECTION 1923.2 AND 1923.3 Project: Hangar 2 Project Number: 101183.31 Location: Frame 2, Support 1 V u _ 12.3 kips P ., � /. g. g 77 - ic ,L I , w Shear Acts Towards Edge = 6 ki U / % ZS ( U `� w Yes Special Inspection Required = ▪ � ` Embedment in Tension Zone = No— co t Yes w= Bolt Diameter = 0.75 in ' J 1.- 1 :i Number of Bolts = 4 w O • . Number of Rows (Perpendicular to Free Edge) = 2 • � . ';. Number of Rows (Parallel to Free Edge) = 2 u.? Embedment Depth = 12 in co a } .. Distance to Free Edge = 14 in Wm Bolt Spacing (Perpendicular to Free Edge) _ • 4 in Bolt Spacing (Parallel to Free Edge) = Z 1- 4in ZO ASTM Bolt Designation = III w fut = F1554 v N o fc = 60 ksi O • i f c 4 ksi 0 w = 0.65 W w 1 i-- V , Design Pu = O 36.9 kips id Z Design Vu = 18 kips v • Ab = 0 t-: 0.442 inA2 ? Pss = 95.4 kips Ap = 784 inA2 4)Pc = 128.9 kips ■ Vss = 79.5 kips 4Vc= 58.1 kips Pu /4Pc = 0.29 <= 1.00 OK Vu /�Vc = 0.31 <= 1.00 OK j ? a ^5/3 513 ; „ " 4: 0.20 <= 1.00 OK ■ y.,,= k_ ,, : (Pu /Pss) ^ + uN r" ,r r, (V ss)^ . 0.20 <= 1.00 OK'' _f.. S,{ _ Not Applicable for Bolts at a Corner. 4 ':'h:'a�. 6/12/02 ikr:Oki Anchor Bolts.xls S.: tthh a.., ., ., ,..u:: ::.. i.vd; ".;:; ., `•i ar.w. ..:, i ,M.,. ,..,,.... >,.. ....... ..._..............». a.,...... v.•.. . ..wa.arwYsrXfi.Y*RVcAWw°.. , •ayL.;,- - ' . ANCHORAGE TO CONCR-TE 1997 U BC SECTION 1923.2 AND 1923.3 Project: Hangar 2 Project Number: 101183.31 Location: Frame 2, Support 5 ' Pu = 17.4 kips P..u.. � I. d 14 = / 24 /C Z H Vu= 3.5 kips ✓v., /. x' Z 1s= 3 S -4- .F- w Shear Acts Towards Edge = No re 2 6 D : Special Inspection Required = No v O co o Embedment in Tension Zone = Yes w = J H Bolt Diameter = 0.75 in u) u . Number of Bolts = 4 w O w : . A 1 HV , . 52.2 kips Z Design Pu = 52 ps Li.i N " Design Vu = 10.5 kips v O • Ab = 0.442 in ^2 z Pss = 95.4 kips Ap = . 784 in ^2 (1)Pc = 128.9 kips • '. Vss = 79.5 kips . . ■ ci)Vc = 58.1 kips Pu /(1)Pc = 0.40 <= 1.00 OK • Vu /4Vc = 0.18 <= 1.00 OK w ::: [(Pu /Pc) ^ + (VulVc) ^ sis j /� = 0.21 <= 1.00 OK s:' ,ti ., ,;:y ; -, (Pu /Pss) ^ + (VuNss) ^ = 0.32 <= 1.00 OK , "T<<r `r.. . el i .Y� Not Applicable for Bolts at a Corner. n } ^' t 6/12/02 Anchor Bolts.xls 'L W , ,...,,,r4.1, i . , - .- - r - .0 r .. 1 , Z tY 2 al . .. ... _ _ ..,.. —._ .... • __ - __ -... ----- 6 D • - -- . O'. . (n 0 W I CO u. 11.1 (' . ART. 41] BEAMS; FLEXURE OP BARS 15(1 '' 156 FORMULAS /OR. S7'l�I: s . IN1) S' /L.11 ; N teemr 2 41. Beam on an Elastic Foundation. —There are cases in • , . logarithm I (e = 2.71828, the base of the. \ spier ian system; px is IL., j which a very long beam is supported continuously along its to be expressed in radians when evaluating tint pa•, ctn.) - C! • length by a surface that may be regarded as elastic, in the sense 2. The arrangement. is shown in Fig. 18. Let Ai, 1•', and y 1- _ that it may be considered to deflect in proportion to the intensity denote, respectively, the moment, vertical shear, lr defleCt•ion ? I- of the applied pressure. The most familiar example of this is a . . ai; a point distant. :t:(.t: < I) from !he loll. end Of I he uniform load; Z O track rail. Three conditions of loading will be considered: (1) a w = int.eusil;y of disl.ributecl load (pounds p(:r in ; 1 = distance W W • . bar of infinite length under a single concentrated load; (2) a bar of • Y t 2 0 ! infinite length under a uniform load applied over a finite portion; . �._ -•- t _- -__..l U 0 t (3) a very long bar with a couple and a concentrated load applie f J ] ] j J jw 0 - at one end. By superposition, the results for these three eases • , /Si / /// /i /i, i/i,m,m7../ /r7s///x W W may be applied to a variety of loading conditions. 4. I 0 rl e. Is. r 1 over which the load extends, and lel. nth(:t• symbols have the Z 1 1) . • meaning given in (1). Then H = . i/ , i. / / /. / /. / // / r w dt ur► –r \ O D! = }Z [e sirs p:r -I- r.. sin p(G — .t)J Z Fm. 17. W. . V = 4p (e =(cos /3.r — sin p.r) - a –a – 1. The arrangement is shown in Fig. 17. Let. P = applied . [sirs p(!. — .r) —Cos p(l — x)]J load, I = moment of inertia of the beam section; E = the - modulus of elasticity of the beam; k = modulus of the fi y = 2/- [2 — e cos 0(1 — .r•) c cos Pad , t•ion defined by the equation p = ky, where p is the pressure (pounds per linear inch) required to produce the vertical deflection . I • I/ (inches) of the foundation (either up or down, it being assumed - ' that the supporting pressure can be either up or down). Also • � let 111' = bending moment, V = vertical shear, and y = deflect- . /..`7�' %err Y • Lion of the beam at any point distant x from P. Also let; r v I • no. t tr. . A k , ,, p � 4EI 3. The arrangement. is shown in Fig. 16.. Let, AI a = the couple ,_,: ; • applied at the end of the beats, and let. the °the! symbols have r;.: t G = 3:iS Then: the meaning given in (1). Then ' P AI = — e =(sin fix — cos p x) • • e : y 4p Ili = (flIlT fie -I- sin p:t) — 1 sin x, : i : `r;M$' . V = — 4 cos fix . . . a, 3 t V = c ax[2pllfu sits pa: - I - P(sin fix — cos x)) P I ' , r y 8p 'E I e - a =(cos pr. -J- sin fix) y = ' E ,I [P cos [Jr — .3if n (cos fix — s fx) I, ;. u; . r. Max JIC = P (at the load) • , 7 2, based on t ; ' ; 4R The formulas given above for Cases I, and I are b , .a ,. :� ( Max y = Pp (at the load) the SOIut•ion given by Timoshenlco (Ref. 3), % ho also gives t 21c tabulated values of funct ions that, greatly facilitc to the evalua- r' r= 1 t'• c: .. .,,:a:: !'t s:,C= ,'.�tati i, v. ,...: F »4;.....,.,..:Jx::ta::uaii:. ;t+8i3vnY'J:.i :a. .,.. s..... w., ay.t�w+.cirrwe.ar ww.r.un... 1 . . _� _ . _ .-.., BEAM ON ELASTIC FOUNDATION CASE 3 Project: King County Hangars ' Project No.: 101183.31 Foundation Location: Hangar 2, Frame 1, Footing 1 z Footing Width = 18 in 1-- w Footing Thickness = 24 in ' ! Footing I = 20,736 in ^4 j v Concrete Modulus, E = 3,600,000 Ibs /in ^2 v o co co Lu Subgrade Soil Modulus (k) = 200 Ibs /in ^3 _I F_ co u_ O 0 -5.6 0.0 -0.032 +M = Tension on Bottom iii Z ' ,, ! 1 -4.2 -4.9 -0.028 . 0 N . 2 -3,1 -8.5 -0.024 l ,7 xS.� � O - . z 3 -2.1 -11.1 -0.021 U-GL ` ? 4 -1.3 -12.9 -0.017 /44 7 � 1�, Z4f l e - /- -- 7" • 5 -0.7 -13.8 -0.014 r 6 -0.1 -14.2 -0.011 �� 7 0.3 -14.1 -0.009 _ ,, / 8 0.6 -13.6 -0.006 d:- 2 4 - 2 � - `Z - 2- " Z/ h . 9 0.9 -12.9 -0.004 ' 10 1.0 -11.9 -0.003 /0 _ /5 if ... 11 1.1 -10.9 -0.002 ` 12 1.1 -9.7 0.000 - O. Z. /•t{ Z (S C �F� ,` i i -' 13 1.1 -8.6 0.000 Cr; . 14 1.1 -7.5 0.001 fZ, //' A o s f� 15 1.1 -6.4 0.002 / � ti 'I , , . 16 1.0 -5.3 0.002 GI / B - c- I l� z - • 2 .. l 5 y � F ; 17 0.9 -4.4 0.002 <{t'; 18 0.8 -3.5 0.002 ) 35k ,,. ; N•. 19 ' • 0 .7 -2.8 0,002 j l ty, . `j, 20 0.6 -2.1 0.002 53 , 2 (�k 2 v /6 h- / p, , ` .. 4,.. z.. 0 , r 6/12/02 Elastic Foundation.xls er F ;• z a r4 { }: , • *Concrete 'Reinforcing Design 041,1culation • . . -- •_ - - • , Concrete Reinforcing Design . C.lculation Section: King County Airport Hangars ' Hangar 2, Frame 1, Footing 1, Grid A Direction Materials: fc = 4 ksi fy = 60 ksi z a Loads: Mu = 24.10 kip -ft _ C4 LLI Vu= 16.50 kips Vs = 0.0 kips "' id z. o Spacing s = 0.00 in _ " #4 S P 9 Maximum Spacing = d/2 = 5.25 in 0 I- z #5 Spacing s = 0.00 in • 1 Mu As *fy As 200 As = *fy *(d -a /2) a = ----- ---- -- p = -- ---- p(min) = p * *b b *d fy , Av *fy *d 4Vc = *2 *(fc)^ *d Vs = (Vu - (13 /(1) s = --- - ----- Vs 13= 0.85 for fc of 4 ksi or less , ` s `'^ rg (i is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi • ,7' s r.;v (i minimum is 0.65 : {. [714 ... , 4 6/12/02 z r_ K .•;i! Rebar.xls *,x:: . , t . i I .- - �.Cr : 1 1 i • ' BEAM ON ELASTIC FOUNDATION CASE 1 Project: King County Hangars Project No.: 101183.31 Foundation Location: Hangar 2, Frame 1, Footing 5 Z Footing Width = 18 in • Footing Thickness = 24 in 1 z Footing I = 20,736 inA4 • ?. Concrete Modulus, E = 3,600,000 lbs /in ^2 J v U O . Subgrade Soil Modulus (k) = 200 Ibs /in ^3 w = . J H • k = 3,600 Ibs /in ^2 Case 1: A bar of infinite length under a CD u- • w 0 B = 0.0105 1 /in single concentrated load. 2 , J 1 . P = 4.78 kips Formulas for Stress & Strain N ? 1 Roark & Young a Min M = -9.5 kip -ft H, w Max M= 9.5 kip -ft z� ' Max y = -0.007 in i- O Max Soil Pressure = 200 Ibs /ft^2 j W n x V M y Uu) (ft) (kips) (kip -ft) (in) 0 h- Ill w 0 2.4 9.5 -0.007 +M = Tension on Bottom H :;. • 1 2.1 7.3 -0.007 O 2 1.8 5.3 -0.007 I J 7 Z. CD " < V tic ` �, 6 U 3 1.5 3.7 -0.006 4 - F- _ 5 1.0 1.1 -0.005 1444,t ' %'S- /5,z /C7 Z ~ 6 0.8 • 0.2 -0.005 7 0.6 -0.5 -0.004 8 0.5 -1.1 -0.004 1 9 0.3 -1.5 -0.003 10 0.2 -1.7 -0.002 11 0.1 -1.9 -0.002 • 12 0.0 -2.0 -0.002 13 0.0 -2.0 -0.001 14 -0.1 -1.9 -0.001 15 -0.1 -1.8 -0.001 16 -0.1 -1.7 0.000 17 -0.2 -1.5 0.000 "/~ 1: p, 1 18 -0.2 -1.4 0.000 0.000 20 -0.2 -1.1 0.000 'k{� 1 t • A "ti ' , ' 6/12/02 r 'at 1i ., Elastic Foundation.xls,{ ? iy ',' ,P . G : ::zs' _ ....•... ., ... » w «rr. nr, ar+a wr'WYf{US'K4A]1 _. ti • . BEAM ON ELASTIC FOUNDATION CASE 1 • Project: King County Hangars Project No.: 101183.31 Foundation Location: Hangar 2, Frame 2, Footing 1 z Footing Width = 24 in 1 Footing Thickness = 18 in , .,- z w � Footing I = 11,664 in ^4 6 g Concrete Modulus, E = 3,600,000 lbs/inA2 J v 0 Subgrade Soil Modulus (k) = 200 Ibs /in ^3 • N W WI �u- k = 4,800 Ibslin ^2 C ase 't: A bar of�infinite length under a O B = 0.0130 1 /in single concentrated load. w P = 16.08 kips Formulas for Stress & Strain u. Q Roark & Young • cn d i Min M = -25.8 kip -ft H w. MaxM= 25.8 kip -ft z F . Max y = -0.022 in F- O Max Soil Pressure = 627 Ibs /ft^2 w w i ? p x V M y o N ( (ft) (kips) (kip -ft) (in) p 1- WW 0 8.0 25.8 -0.022 +M = Tension on Bottom i v. 1 6.8 18.4 -0.021 = 0 . 2 5.6 12.2 -0.020 U,� / tom �. C7 /Z , S � ii z 3 4.5 7.1 -0.018 U - 4 3.5 3.1 -0.016 01,u, ` �. C 7 S= 4 3 4 " 0 1- • 5 2.6 0.1 -0.014 z 6 1.9 -2.1 -0.012 / I/t 1, d--:- 7 1.2 -3.7 -0.010 /3- '7 -' /Z z z /`7 rZ 8 0.7 -4.7 -0 9 0.3 -5.2 -0.006 = Z/.11 10 0.0 -5.4 -0.005 11 -0.2 -5.3 -0.003 ( 5e 12 -0.4 -5.0 -0.002 A ` a , 59 /M z . • 13 -0.5 -4.5 -0.001 4 � 5 - I z 14 -0.5 -4.0 -0.001 5 / v /A- • 15 -0.5 -3.5 0.000 16 -0.5 -3.0 0.000 17 -0.5 -2.5 0.001^ ' ~�: 18 -0.5 -2.0 0.001 -- k ,N 19 -0.4 -1.5 0.001 , ` y h �;•q; 20 -0.4 -1.2 0.001 L , . „ �i i aJ 6/17/02 Elastic Foundation.xls d "'" 5 �t.� - t {, . . Concrete Reinforcing Design .Calculation Section: King County Airport Hangars : Hangar 2, Frame 2, Footing 1 Materials: fc = 4 ksi fy = 60 ksi Loads: Mu = 41.30 kip -ft z • • Vu= 12.80 kips . w 0 k- F . Geometry: b 24.00 in 0.9 for moment • o d = 14.00 in = 0.85 for shear co W Assume a= 0.491 in wi w0 1 As = 0.667 in Verify a = 0.491 in • 2 g ? p = 0.0020 p(min) = 0.0033 i v I-- Iii Z F As or As (4/3) = 0.890 in or As (min) = 1.120 in2 z o The smaller of these two values may be used if p is less than p(min) . L1.1 w : a o -, 4Vc = 36.1 k ips a H ' .. = Vs = 0.0 kips F- —O z . #4 Spacing s = 0.00 in Maximum Spacing = d/2 = 7.00 in v co ' 1:-. . #5 Spacing s = 0.00 in z Mu As *fy As 200 \ As= a= p = - p(min)= ---- -- c *fy *(d -a /2) p *fc *b b * d fy , • Av *fy *d . (I)Vc = c *2 *(fc) ^o.5 *b *d Vs = (Vu - 4Vc) /c1 s = --- Vs =0.85 for i3 i: p is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi ' "$''`'' p minimum is 0.65 w . 744r-‘ ,rs',fi,f -:,J: x4; a. 7 6/17/02 Rebar.xls i : 44,4 0 41; t ■ ., , - ms . , . . Concrete Working Stress Design Calculations . . Section: King County Airport Hangars ' Hangar 2, Frame 2, Footing 1 Moment: M = 25.80 kip -ft Geometry: b = 24.0 in t = 18.0 in d = 14.00 in Cc = 3.75 in As = 1.000 in2 ;t- z . . ' k = (2 *P *n + (P *n) ^2)^ - P *n j = 1 - k/3 T = C = M/(rd) fs = T /As • . fc = 2 *C /(k *d *b) Icr = (b *k *d ^3)/3 + As *n *(d- k *d) ^2 . Iconc = (b *t ^3112) S = Min of 540 /fs -2.5Cc or 432/fs r1' , } 4X 6/17/02 Rebar.xls .. ` •P A, 4 t9 --- - . i I - i , - V ,.r - - T • -t - Concrete Reinforcing Design Calculation Section: King County Airport Hangars Hangar 2, Frame 2, Footing 5 Materials: fc = 4 ksi fy = 60 ksi ;4 F Loads: Mu = 44.80 kip -ft z 4 i Vu= 14.10 kips ~ w re 2 Geometry: b = 28.00 in dp = 0.9 for moment - -J o d = 14.00 in = 0.85 for shear co w Assume a = 0.456 in w w co ti . 0 As = 0.723 in Verify a = 0.456 in 2 I gQ I p = 0.0018 p(min) = 0.0033 . = d E- _ As or As (413) = 0.964 in or As (min) = 1.307 in o The smaller of these two values may be used if p is less than p(min) w Lu Dp U I t (INC = 42.1 kips a H '. w i Vs = 0.0 kips i z #4 Spacing s = 0.00 in Maximum Spacing= d/2 = 7.00 in Uz o H • #5 Spacing s = 0.00 in z Mu - As *fy As 200 . As = ------- a = — p = ------ p(min) = --- -- 4 *fy *(d - /2) 13 *fc *b b *d fY ' .. Av *fy *d 4Vc = 4 *2 *(fc)^o.s *b *d Vs = (Vu - (1)Vc) /4 s = ---- . Vs ' (3= 0.85 for fc of4 ksi orless (; ,„ (i is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi ' { = = p minimum is 0.65 ; *047 , � t.t i l J 4 6/12/02 R ebar.xls Q t ry IV 4 4,7474 p,k 1 • • ., ., .. •:•; •'. .::.'..'. , ..: . .. .,.3.!. : ,9 :, fet l::�stt.,S. \;b54,.ir' ijtpty'4iklU NHN. ...v.,. «„ -' +x.Nt .. ..uar+rnr ....a.nn+nr. �+71�' j �� s . -_( _ : -- , , - ' . Concrete Working Stress Design Calculations ' Section: King County Airport Hangars`, Hangar 2, Frame 2, Footing 5 • Moment: M = 28.00 kip - ft Geometry: b = 28.0 in t= 18.0 in , d = 14.00 in Cc = 3.75 in Z As = 1.000 i n 2 z fc = 715 psi v o . 0 N i 0H kd= 2.55 in ww • . Icr = 1,198 in I- � : Iconc = 13,608 in4 iii z � • Max Spacing, s = 11.76 in 0 ~ Ec = 33 *.145 ^ *(fc)^ ° ' 5 p = As /(b *d) n = Es /Ec • t k = (2 *p *n + (p *n) ^2) ^ (15 - p *n j = 1 - k/3 T = C = M /(j *d) fs = T /As • fc = 2 *C /(k *d *b) Icr = (b *k *d ^3)/3 + As *n *(d- k *d) ^2 Iconc = (b *t ^3/12) ' s = Min of 540 /fs -2.5Cc or 432/fs ry k L �'�`"' f mi 1 ill �J"k 6/12/02 Rebar.xls ' ii, i.: µyyd� :in � i i I - . - ,l" 7' -` ": project !'i F-! / ;,7, --!• :, -- oy U r•- ......, I leffli Consultlhg Engineers location ; U,e(/c�.� -h f ��j t date A hc0` 1201 Third Avenue, Suite 900 / /' lob no. Seattle, Washington 98i0i client /6A -./,� LdC,A.C7;' / Li/�,J/',: (206) 622 -5822 Fax(206) 622.8130 /•Dl1SF,3/ 5 �/7 /Cr t MA\ >. - Ovr l > /2/ CP v ! ' f % <) `_t• 'S T )//'/.. : OCC !'. Air" P -� . " z ) Z • ; 7 /r..�('.`. ( C /4„ / �, — 2 l t`� / � G 1-- Z W re I W .Z.-. l4,9a JO — 00 CO 0 U) lti ,r,..„ 6,43 J f = — fJ,u. / , l( Y- / 5-0 . 4; G- a 4f o U p 2 a . - t /,//)( --- ` _ = f 0 7 0 Li; p,� - w Z 1.- I- 0 W d= —i,s—o'_ o, z Zr7S / U r Q AS 0 '/ 2 / /7 (s , e -x," -- /.� //; , J IL,W 1z ci /- ll a, Xr 0 Z w , O I`. 0 /c U/ / T' d� o- ~r; �rr3 i ,, ? T a.Y/A,/c, / Z • .. ,:, 7/ C, 4 /27S 6155 \ . . . 7 /FS" //, � c.) L5 ti . r .,, xn ,u1.. t { p al Kil . ? .....„ 74., .:._ 0,3 7 /4.- 4 7,, 4', • .- r z - /4s '- (3, !f• z .. t : • 2 i i,kate ,,,,t40, �" f I: '," > _4 .igd 1 ... ,? .. .. a..,: V.' ,. .:.nli }.;-�c 1u....iA." „n :.4. � .:v ,....�,,.�.. �.. rm un•±.r- , a�r , .� �+. o-.. v m.,.,....� ." ,.,... _..,,., z ,,.....n . �r. e: v,+.w,:vN+i+hUe,P{NiiiT,MsKVF'� li�ii{ r I - i- c . • Concrete; Reinforcing Design Calculation Section: King County Airport Hangars 4.92 Foot Slab Overhang r Materials: fc = 4 ksi fy = 60 ksi Loads: Mu = 1.07 kip -ft Z Vu= 0.44 kips , _ E- ' ~ w re Geometry: b = 12.00 in 4 = 0.9 for moment . _l o d = 2.75 in = 0.85 for shear • co 0 Assume a = 0.130 in w = } J F - U) u M As = 0.089 in Verify a = 0.130 in 2 J LL Q p = 0.0027 p(min) _ • 0.0033 . w a 1- W Z As or As (413) = 0.118 in or As (min) = 0.110 in o � o The smaller of these two values may be used if p is less than p(min) w w np 0 0— (1)Vc = 3.5 kips 0 1— =U ( Vs = 0.0 kips . I- ►_ ` —o Z . #4 Spacing s = 0.00 in Maximum Spacing = d/2 = 1.38 in v N PI ~' • #5 Spacing s = 0.00 in • z I Mu As *fy As 200 k As = -- a = ---- p = p(min) _ -- --- 4 *fy *(d -a /2) p *fc *b b *d fy , • Av*fy*d . 4Vc = *2 *(fc) ^ (1S *b *d Vs = (Vu - 4Vc) /4 s = ---- ---- -- Vs i.,q 0.85 for fc of 4 ksi or less ` '' p is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi i ' ` `. 4 minimum is 0.65 MAR ki;7 . q.� it 3; 6/18/02 Rebar.xls f k• , Meal g , 1 440 , 0 . 7 4 t : '. ,' + ., .wrYG. : f r„ • . la, r M St 5.w. +.4455 " .W.. .... .» ..... ».. ., .r... .... ... __ . .....e. ... ., r..... ,..m -. , ... . .. .: ._ .. .. ., r.. a -.. :. i. t': ^::v .r.. . . •:: •- ... m.•..r. ».»... ,..«imuwnr'r ..w 'amr I - . Concrete Working Stress Design Calculations Section: King County Airport Hangars • 4.92 Foot Slab Overhang Moment: M = 0.77 kip -ft • Geometry: b = 12.0 in . t = 5.0 in d = 2.75 in cc = 2.00 in z a As = 0.200 in : F- w 6? Concrete: fc = 4,000 psi . -J o CO CI Modulus of Elasticity: Ec = 3,644 ksi CO I Es = 29,000 ksi w w wO 2 � p= 0.0061 n= 8.0 �a k= 0.266 j= 0.911 • N �_ • T =C= 3.69 kips ?l i— 0 zi- . fs = 18,435 psi w La Do fc = 840 psi U off' kd = 0.73 in w u j lcr = 8 in4 F- o , i Iconc = 125 in w z o N P. _ Max Spacing, s = 23.43 in o ~ • z Ec = 33 *145 ^ 1.5 *(fc)^ ° ' S p = As /(b *d) n = Es /Ec 1 i i k = (2 *p *n + (p *n) ^2) ^ 0.5 - p *n J = 1 - k/3 T = C = M /(j *d) fs = T /As • i * ** * *^ * * ^ * fc = 2 C /(k d b) Icr = (b k d 3)/3 + As n (d -k d) 2 Iconc = (b t ^ 3/12) s = Min of 540 /fs -2.5Cc or 432 /fs ttrw-i y i' „ Sri; ! j 6/18/02 Rebar.xls '..',A .Its: , .y •: oYi. r.` 1 .L.: — 'Y►ts.N "- wm--- rue..,nmy.»o —.atlAl % Rn.'!31?� ?ICY e • ` `i Concrete Reinforcing Design Calculation Section: King County Airport Hangars . Frame 2, Footing 1, Uplift Materials: f c = 4 ksi fy= 60 ksi c: Loads: Mu = 19.00 kip -ft a • s Vu= 8.00 kips ' '� w re i Geometry: b = 24.00 in = 0.9 for moment ti o d = 15.50 in = 0.85 for shear N W Assume a = 0.202 in I I CO L Wo As = 0.274 in Verify a = 0.202 in 2 gQ . p = 0.0007 p(min) = 0.0033 . = a F— w Z As or As (4/3) = 0.366 in or As (min) = 1.240 in2 z og The smaller of these two values may be used if p is less than p(min) O N ' 4Vc = 40.0 kips '° I ul Vs = 0.0 kips u o Z #4 Spacing s = 0.00 in Maximum Spacing = d/2 = 7.75 in c� _ . PI I • z #5 Spacing s = 0.00 in . Mu As *fy As 200 As = -------- - - - - -- a = --- - p = --- P(min) _ --- *fy *(d -a /2) i3 *fc *b b * d fy - Av *fy *d 4Vc = 4 *2 *(fc)A ° ' S *b *d Vs = (Vu - 4Vc) /4 s = Vs . - X42 R = 0,85 for fc of 4 ksi or less , ) R is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi ,t '; p minimum is 0.65 4-'' PA;";, ;''''4," L ;': : 6/18/02 Rebar.xls 4 ' .,, , i r 4 y' + .p k- afi„'� � ti - .. .. ., , ,-.~.1 . -4./ it gcorFN o nwis . d Y l I I - I ' - `t. -- - ■ •` 1 , Concrete Working Stress Design Calculations Section: ' King County Airport Hangars" Frame 2, Footing 1, Uplift Moment: M = 13.60 kip -ft Geometry: b = 24.0 in `. t= 18.0 in . 1 d = 15.50 in Cc = 2.25 in Z As = 0.400 i n2 ; z re w Concrete: f c = 4 ,000 psi -J o N 0 Modulus of Elasticity: Ec = 3,644 ksi i I Es = 29,000 ksi N w w 2 . p= 0.0011 n = 8.0 ga s I u_ Q i k= 0.123 j= 0.959 : co d Ili = I T =C= 10.98 kips ? F- Zo . fs = 27,444 psi LLJ • w fc = 482 psi v Ci O E kd = 1.90 in = w ' H H Icr = 644 in 4 9- o lconc = 11,664 in z ki U Max Spacing, s = 14.05 in z I • Ec = 33145 ^ *(fc) ^ p = As /(b *d) n = Es /Ec k = ( * p * n + (p *n) ^2)^o.s - p * j = 1 - k/3 T = C = M /(j *d) fs = T /As . fc = 2 *C /(k *d *b) Icr = (b *k *d ^3)/3 + As *n *(d- k *d) ^2 Icon = (b *t ^3/12) s = Min of 540 /fs -2.5Cc or 432/fs �.. % �i' s r ayy,, ` S ti 1 r 6/18/02 Rebar.xls w ' '17.' 'E■4 i.i4* 1 /ARM • X �+o ryi ,. a.Y 1 .. , .,' „ ::..'.a �o. 4 N.. .lr, nw ,. ..,.,� x., ,.` V.•, ex.. c5 .i . �� u. . «.,............. ...w.,..,.r.� _acs__________i__________ F__ i 1 . 1 \.(1 . •' 1 • w protect : `J-^/" :"a,' __ by v/4 • .J MrriConsulting E l ocation . �4' ✓ ->�(�� , ( >�, / date b�/ ' 1201 Third Avenue Suite 900 � ' job no. • Seattle, Washington 98101 client , /A J ; ,' f V , ,„, L34• (206) 622 -5822 Fax (206) 622 -8130 C(.7/-C.' 01 G//c7 ;�% OJr > @ ��? Z f / S . c�7% ; e 1 58 s G/, s JA s _` v .� ,I-- z W . /6 o - P (�=-a re Q 2 J o 1. /z-z.,r- w /6 • co l /( /G W o ,. ► -- (2 I. x 1, .:0 x = 1 /, z 2 . / U x o z 1 �''�� ? • e ...---• = W dz- 0 — — z_ - c_ - / S',3 zI / i Yz '/' 7 - -0 W D o . co. • 45 ‘ 0 E37 /A/E ( s,,,E.- ,44›e7 A-6-4E ) . . W _. i F 1 t J I-- ' Q/Pa LU _; a 7 /'c..r ? Z ~ z�s 2 vzSl H x,7/ V r . t "4 / t. �'t 2 '`i I` /a — PA. - VZ- T .1,..441 " ' 014t ' k � .t . 45 z... 0, oc /4-7- rce/F '5 / /*- ) 4, ,:•:‘ 5_ 7 /- x o r 1,8: , ( / c:;u_: t.., a ^*te t t - ■ - 1.. , c r ■ . Concrete Reinforcing Design Calculation Section: King County Airport Hangars Frame 2, Footing 5, Uplift Materials: fc = 4 ksi fy = 60 ksi Loads: Mu = 44.80 kip -ft a , . Vu= 11.20 kips ,1-- Z Q f Geometry: b = 28.00 in = 0.9 for moment LL _1 o d = 15.50 in = 0.85 for shear • co w Assume a= 0.410 in Lux 1 L w o J As = 0.651 in Verify a = 0.410 in 2 g LLj j I p = 0.0015 p(min) = 0.0033 . = a I- _ Z1-... As or As (4/3) = 0.868 in or As (min) = 1.447 in z o The smaller of these two values may be used if p is less than p(min) LLJ ? : :o 0 o- r ,Q (I)VC = 46.7 kips w w r I- . VS = 0.0 kips �- —O ill Z #4 Spacing s = 0.00 in Maximum Spacing = d/2 = 7.75 in O f- • #5 Spacing s = 0.00 in Z Mu As *fy As 200 t . I As = a = --- p = p(min) = ----- *fy *(d -a/2) 8*fc *b b * d fy , H i � Av *fy *d 4Vc = 4 *2 *(fc) ^ ° • 5 *b *d Vs = (Vu - chVc) /4 s = _______ Vs '.14.142,,.;•4)P°4, . ( 1 (i - 0 for fc of 4 ksi or less �::;;; € t 13 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi ` . "`I �'' ; , (3 minimum is 0.65 i,‘, ,..3.1 yy I t T( VGA' 6/18/02 Rebar.xls as . r' i : . w` }.i ` , �i� .': .. .,.. . ,, ...,, . ,.. .. ... .., .. .. a..w.n.'a.'....,:t.x. �.. ,.ui.... .r...,.,...•., .,._ a..._�....w.. �. .... ......... ... ,.. ....n.w... { r ............V.,..... µ.. ew.». w. n. w.ccnrrN+wad: 1 , , Concrete Working Stress Design Calculations Section: King County Airport Hangars Frame 2, Footing 5, Uplift Moment: M = 32.00 kip - ft ;, Geometry: b = 28.0 in , t= 18.0 in i d = 15.50 in cc = 2.25 in Z < 1 As = 1.000 in w ■ I - i ' - A�/ I • Concrete Reinforcing Design Calculation Section: King County Airport Hangars Frame 1, Footing 5, Uplift { Materials: fc = 4 ksi fy = 60 ksi • z Loads: Mu = 4.40 kip -ft 11. Vu= . 3.00 kips ,i w ' J U Geometry: b = 18.00 in = 0.9 for moment U o d = 16.00 in = 0.85 for shear co W Assume a = 0.060 in 1 .. uw o Verify a = 0.060 in 2 As = 0.0 in 2 fy p = 0.0002 p(min) = 0.0033 • W z As or As (4/3) = 0.082 in or As (min) = 0.960 in2 z o The smaller of these two values may be used if p is less than p(min) W uj I ? p . . U N O i 00Vc = 31.0 kips i ° H ui . H -- ! Vs = 0.0 kips u_ —O ui Z' #4 Spacing s = 0.00 in Maximum Spacing = d/2 = 8.00 in =' n c . #5 Spacing s = 0.00 in z . . Mu As *fy As 200 \ .. , i As = -- a = p = p(min) = ---- -- *fy *(d -a12) f3*fc*b b * d f . i • . Av *fy *d 4Vc = *2 *(fc) ^ *b *d Vs = (Vu - 4A/c) /4 s = ---- ---- -- Vs i�; t ;� R = 0.85 for fc of 4 ksi or less ; h �� [3 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi 1, } • , I, (i minimum is 0.65 > . �' 7 ,,,,,,,N3 . asAgFA 1 r y 4 } 6/18/02 Rebar.xls . ,, ,, ),,!0„ . 4 - r" _ � .6� - " , . 1 r ,'` J ■ 4 project /7 4P / �� : G Uz- 4 74,..V.1 by J, • sheet no, • Consulting F "'eery , z.,,,,....)/1. . date l //Z/ 7( 2i( location !>�G(,rj/ -' 1201 Third Avenue, Suite 900 e-(44"; Seattle, Washington 98101 client 6 c. t ' -.- A/72_,4,72.7 lob no. (206) 622 -5822 Fax (206) 622 -8130 5LA.IS Job<-(5 .: • 46 x 32z ! 0 4 �� y� z .. .. • rr SCE ,1- < . z • W re 6_ 1 4 ' 8 ; Zz. Cta ;; 1st F7 z 0 o 0 c ` . 1 S 1 x,5 x o. qZ - 6 4 3 FT 3 1- 1 wo w i {{ -Z.x 3,17 -E Z x / x 5 /6 7,540 g : G N • Z,3 =1�/y� �v�» 3z2 = j /6 a, � _ • z ? 1.... 21c l'.-4---?5.>4 / cz' ; 17 Z1 Z . .z ° /c / r7 0 • oN O H . w • 3 - Y o w z, • 15.�1� t�r,�6 J ,C7 o 1- 1 •z . ! 56-A-()) /2/.F../..ct coi2C , / .v 6 ... F G� - = 1 5 - CtG /ZeTE SL/-w • . 2 fs r� C,Ggcac.),t.r� Go - s X 12 '.---- CZ psi- r .:...a t . T = o ,G7 x�o, =1c) z ,,s_ 5 r/ � y,� E� • As - /, .5 ,.g a -z_ 0 ,0.5 - G &..,..0,,,.,#. E ' x 4c3 axe �`� r k r. t4•. 4,; ��' ,., .. .,;, , .:,rN. _ >, . ,`�,�ai•.::N:r(41a;.�.o.., VMwWwM.n+iourdn�,rVS�!: .....ru,n.. ..... a• 1 ■ •• . .t project AA/ f7 2 /r�00 - by <j/ sheet no, • C onsu l ting Ens rs location (U /G(,c / CI1 60 /4 date /1/710/ l 1201 Third Avenue, Suite 900 / lob no. Seattle, Washington 98101 client //ie, t { qy f/ ~ (206) 622 -5822 Fax (206) 622 -8130 /a/e.,3,3 ) f C JO/4:?' 2 i : ) C 7)v5 /ib%2 €i'`�. , ,i- w 6 U i 13U /c //tl<� Gt 9 ' 76 /fl _ 0 o • u) ILI Ill i GS - ac.. 7 = 7 /8 x .1 15_. S 7f /cgs -t 5' ,8' GOIC "C //-7 . CO _° ■ ( Zx it 5 Z33 4- t5 /5- ° `3 R/ ?x 1.-o Z 1- w e g5 ?. -/ir"7' ffG� 5o/ : o� � #7cl —�� w i D o 5 , o w 5 1 �c,� — flA /l, / �i2f o e , � , S/ �UC�'U ? v . . /�(GL . u_ 6. ' P - _ ;3v PG/ /5 ' �- z . G /..3.G� +- 4 X 30 . # 4& / A � 0.2O/ z 7 .• ._ NI : -- 1,4., 4 Nr. .%:z1. z. ".1 . T . x.. 4:. 1 ��J • K ( J l5 ,V° T � Q V/ /2e4' ` x * N 4' . `ti A/ (0A/"4 / rO /�- r0/- -[ 1 ., - .: Yp A (t 1 `f v Y i ! { i .~ ••� /. �. .F �e»rkYJe {.� N.WN1 R•Y•yt . . •. .. •. 'f •..� .: '� .� \t +'!,'re'� �( t.! 1.' 4�i��. /.Y:.L:i ?1:.h.M.'.ir'<'1f'."vlfi iAhl.'- f< +v'lh'±IL.e: Jli _ "ru,s•, w.... ...... ......,.,... «,.,,w..,r,...,. , . fyry.iCaYJ4 5},i�M;.. 1, ' I i 0 sun fi BU1LC�ING SYSTEMS Q SOLUT101�IS + SERVICE SEP Q 5 •ZOO2 _ � R EID INIDDLEI'aN � STRUCTURAL 0 W = CALCULATIONS N � w� r FILL COPY INDEX I � � PAGE NUMBER a BUILDING LAYOUT 1 z = SEISMIC CALCS. 2 -3 1- I- TRACT SUPPORT CALCS. 4 w w FRAME LAYOUT CONNECTION DESIGN 5 o • • MAIN FRAME SUMMARY N/A o 6 -7 w w MAIN ME DESIGN 8 -36 END FRAME REACTIONS 37 w z END FRAME DESIGN 38'`74 : - • PURLIN FRA DESIGN 75 -114 z I— GIRT DESIGN 115 -125P • BRACING DESIGN 126 -127 PANEL CALLS. 128 -129 JACK BEAM DESIGN 130 -150 WEB CHECK 151 -152' * INDICATES NEW OR REVISED CALCS DOZ .. / ge i BUILDER STEELCRAFT CONSTRUCTION "" . s JOB NO. C01987 .J �� ;� i �� aSf flti��i'�; �;' i l r f ,s Ctt1i i ' ., .�' { : fi r. � � 16 O ff , 0 1 S T � , f {�' �t� EXPIRES .12/26/ 03 s. r:; Iry r "Ni .. .. «._.. .. .r ., r.Y•. + , .v §?'; 'y �V:T.•VY.q . "q, i , - -- ) f t , .3 e Vert Offset 1 - ' A A A Vert Offset 1 : C ^ Horz Offset 1 .. omega /rho 1.98 .. H1 H2 Fr= 50 ksi • i < > A \ / ,A _ ;` B C3 C4 }, H3 H4 Z q zz V v V V re W Base -J 0 U) LIJ Required Bracing Force 2.29 k A Seismic H i U) Base 12.92 ft 0 k B • V_ — O 1 Height 1 18.06 ft k 2 Height 2 19.23 ft _, Height 3 11.00 ft 1.156566 k Height 4 11.00 ft H w z'- Len gths of Cables: E, O z f- C1 13.369 ft C3 16.218 ft ? o ' C2 13.938 ft C4 16.218 ft v O Y Tension in Cables: ,w w Z TC1 2.569 k Use .25 Cable _ O i. TC2 2.679 k Use .25 Cable Vertical Reactions iu z 1 TC3 3.116 k Use .25 Cable 1.068 k U N h- _ i TC4 3.116 k Use .25 Cable 1.068 k 0 h j . I Required Strut Force: 2.482 k e1' A.Iiow �� A- Xict 1 � • � � k I �9 CJ !T • 2, ,•, z. ), 8. 92- I • o -- a '4.f. .Ya t (alms � �. � t +1 • . Ell { i �111 F T � ' ' . �A V V %t i : rg;--Z ''.E' j tTA Yt ., ..MMNatIRIM1 @.'1W'e.P'�RX 1 I , ) I , - .-- �•cr ,1 1 •' 1 1 '' • . • ~ 1 1 ✓ 9 > Vert Offset 1 A C C2 ^ Horz Offset 1 omega /rho 1.98 " • H1 H2 Fr= 50 ksi < > A / A - B C3 C4 ' H3 H Z _1 ,I.-. Z v v v v �� : Base U O cno W= Required Bracing Force 2.3 k A Wind —I H . 7,: . Base 12.92ft 0 k WO Height 1 - -- 18.06 ft 2.3 k 2 Height 2 - -- 19.23 ft i Height 3 11.00 ft k LL D Height 4 11.00 ft H W' z'— Lengths of Cables: ,i. O ; w I- C1 13.369 ft C3 16.218 ft 2 D` C2 13.938 ft C4 16.218 ft 0 u) A Tension in Cables: = W h- — TC1 2.580 k Use .25 Cable U- Q: TC2 2.690 k Use .25 Cable Vertical Reactions w z , TC3 3.130 k Use .25 Cable 2.123 k U N . F - _ TC4 - 3 k Use .25 C 2.123 k z h Required Strut Force: 2.493. k . • I i ' }'ti At! 1i :: 4 ' 4 14 ' , Cte4 � yi:,,:1ry,�? h d ': P- F i...4 P - .... C r l.'., ...'.,.: .. .: . .. .. '. :.:: .. ..,.•.:..e: i. r..' uss'•. w/: uKiwFr' fr' tiii:l ula :..wYa:.V—':A:....5•:n..xr. o ee t.•.w..rJ AMaJV0Y4MlIAtli% }1fAMffCMISi'/,CDV' i :.'t .. I ? - - - _ ': - ■-- , .. Rod Tensile Capacity: ti.. ~O — z Fu= Rod ultimate tensile capacity 65 ksi 0 • FY= Rod yield strength 50 ksi O • • AB= Rod area based on major thread diameter - -- 0.601 in2 z , Ac Rod area based on body diameter 0.462 in PAF Rod load capacity limited by rod tension Minimum(.33F .6F 12.898 kips Web to Flange Weld Capacity: S 1 . 1 Fexx Weld tensile strength 70 ksi 1 Sw= Weld throat = .707* weld size 0.133 in B= Hillside washer length 2.875 in b= Hillside washer width 1.8125 in i r d= Distance from centerline of hillside to inside of flange 2 in .4 Y .. , . :, , i f L Effective weld length = B +2(d- b /2)tan(30 ° ) 4.138 in `` ` 4 ti ; , 4,) 0= Depth of Framing member 32 in .1,:k 0= Rod angle from web normal 36.35 degrees ' ;f.. ff P Rod load capacity limited by Web to flange weld capacity .3 *F *S *L *[D /(D- d)] /cos(0) 15.255 kips ziA: '4 S { 9/3/02 3:42 PM �' > a ., 4 c�] St F .:.f uxi 1.:..ir..�r ... .. .. ... .�..... NbrY1y V H i r - i- . - - \..Gr- t a 152. 1 ' . r r . • • - . Web Direct Shear Capacity: • Fu= Web ultimate strength 65 ksi FY= Web yield strength 50 ksi FYE Effective yield strength of web Z F * +2 /3 *(F -F 60.00 ksi , H w; . tw Web thickness 0.187 in ? . i PAS Rod load capacity limited by web shear v 0 .3 *F *t *L *[D /(D- d)] /cos(e) 18.445 kips co 0 . co I 1... Web Punching Shear Capacity: N u., w0 L= Hillside slot length 1.5 in M h= Hillside slot width 0.9375 in . < bo= Net effective perimeter of hillside washer = co d PA4= Rod load capacity limited by web punching shear Z 0 .6 *F *t *b /cos(A) 37.611 kips W ui : p Tensile Fracture of Web: U O — 01– PA5= Rod load capacity limited by web punching shear W w H V .. . 577* F [sin(6) /(b- h)tw +cos(6) /(Bb -Lh)] 9.030 kips ~ 111 i. 0 ` 0 I • i , j i \ ■ • r r., �3C 1 t 'I tram, a 9/3/02 3:42 PM Y ,,. 4.. . Reid iddleton . } } - .- . - " Cr- - - --- 1 I t t ! ' • sun STEEL BUILDINGS SOLUTIONS +SERVICE 0 L ! I n/7 E S eptember 3, 2002 SEP X00 Q . =H REID MID DtEI'p w , Donald B McIntosh -J 0 P. O. Box 751 0 0 N0 . Woodinville, WA 98072 CO = J H Re: C01987 Hangar 2 Building co 1 • _ w 0 Terrell: T M Dear Mr. err i D g J 1 uLa _ . These are the responses to the review comments from the Building Plan Review that you = w ` forwarded on August 27, 2002: Z H Comment 1: Sun Building Systems will supply two copies of revised structural drawings, and w 1 O one copy of calculations. The 43 pages you are referring to are standard erection w details, they are used for erecting the building. They are not typically included in v 0 the stamped set of drawings. 0 - w — Comment 3: The number of cable strands and the grade of the cable will be added to the cover H 0 sheet of the drawings. a.. z Ili ' ' . Comment 4: A drawing will be added to show the locations of the slots on the frames and 0 w endwall columns, see drawings 9, 10 and 1 la. Page 127 of the calculations list , 0 I' • the minimum breaking strengths, which is how these parts are specified and ordered. The maximum force in the web due to the x- bracing is in the sidewall columns, see additional calculation pages 151 and 152 for web check of columns. See drawing for a detail of the cable brace assembly. Comment 5: A detail of the jack beam to rigid frame column connection will be added to the , drawings, see drawing 7. The welds are shown in the standard weld details and • , will be included in the set of drawings, see drawing 16b and 16c. The standard • j weld details are all based on the maximum weld sizes allowed by AWS. f Comment 6: A detail of the rigid frame rafter to jack beam connection will be added to the drawings as shown on page 5 of the calculations, see drawing 5a. ,f-- -.=•'.. t' i Comment 10: Calculation for x- bracing will be revised to match the drawings, see calculation f'r' ? , ,J;" page 38."� ,�_r,,°-', . C.13. z I``' r °Y h ia 2002 Morgan Road C` I ,q Sunnyside, Washington, U.S.A., 98944 , A k,, Telephone: (509) 837 -7008 — Fax: (509) 837 -8064 1 i , - .- - 'A Cr" - . ) ' l • • ,., i, STEEL BUILDINGS . SOLUTIONS+SERVICE Q Comment 14: The x- bracing breaks at the purlins or girts as shown on drawing 16a. See ,t W I drawing 16a for location of slots in relationship to purlin and girt locations. The ce 2 slot is located 6 inches each side of the clip for room to assemble the x- bracing 6 U system. The purlins are checked for the axial load as shown on pages 109 co Q through 112 of the calculations. The girts are checked on revised calculation w = pages 38 and 39. -I I— ' U) O . If there are any further questions, please feel free to contact me. 2 �. J Sincerely, u. a . , J z � f- O John W. Funk, P.E. w H Engineering Coordinator ? o 0 co O —. 0 I-- • yi W W f .. , �� l ,, I 0 W ' ct! 3 .: '' . 367 c ��, G ISV y � 8s !ONA1 V ' ` I EXPIRES 12/26/ 3 . • I j , ':.1 :i a ' fie 5i ' , 7i .!r.�:�y� } , ` ,ji . i 2002 Morgan Road 4m, '' 1 Sunnyside, Washington, U.S.A. 98944 7 kttirl Telephone: (509) 837 -7008 — Fax (509) 837 -8064 17_,Ila 11 1 " yui' i 1 -- , , - -- -_- , ... Reid iddleton ti RECEIVED August 23, 2002 !AUG 2 s X002 Q,, 24 File No. 26 -02- 005- 008 -02 �/ COMMUNITY ' DEVELOPMENT Z Mr. Bob Benedicto Engineers % i Z City of Tukwila Planners � - w two copies of revised structural drawings and one copy of supplemental , �. calculations. All information should be submitted directly to Reid v Middleton, Inc. 0 F z ' Four sets of revised drawings and calculations were submitted to our office. We • only require two sets of revised drawings and one set of revised calculations, as noted above. Please do not submit more information than is necessary. Once our review is completed, sets of drawings and calculations that exceed what is 1. ... required will be discarded. . The original drawings were reviewed by KPFF and their review stamp appears • • on the cover sheet. Their review stamp does not appear on the revised drawings. The structural engineer of record should review and stamp the revised drawings . before the next submittal to us. Washington The original drawing set was in two parts: structural design drawings (sheets Oregon numbered to 17) and drawings of building details (sheets numbered to 43). The Alaska; revised drawing set is in two parts: revised structural design drawings (sheets ,a.; numbered to 16) and fabrication shop drawings (sheets not numbered). Review , ` F ` .1 . of structural steel fabrication shop drawings is beyond our scope of work. If s ubmittal of such drawings to the City s required, ,` ,,o, Y of Tukwila is q uired � this should be � � : r,�. done by others. All sets of shop drawings that we receive will be discarded upon Reid Middleton, Inc. t completion of our review. 728 134th Street SW i �y- 0 Suite 200 ' , Please verify that the drawings of building details (sheets numbered to 43) Everett, WA 98204 , contained in the original drawing set are intended to be included in the final f . { . , I st drawing set. „ `c t A: Ph: 425 741 -3800 ..,:o.„, Fax: 425 741 -3900 k . .. - . - - 'k.C'r•- - -� ■ ,■ 1 Mr. Bob Benedicto i City of Tukwila August 23, 2002 File No. 26 -02- 005- 008 -02 Page 2 z 3. The grade and number of wires per strand of the cable used for the X- bracing should still be specified on Sheet 1 of 16 to enable review of structural capacity. Sheet 1 of 16 only makes reference to ASTM A 475 -98. Table 1 of ASTM A 475 -98 contains breaking strengths but they are based on the number of strands -J 0 and the grade. We are unable to review the capacities of the proposed X- bracing co 0 without the number of strands and grades specified on the drawings for each co w design condition. -I I co LL, WO 4. The drawings still do not contain sufficient information for review of the 2 structural capacity of the connection of the steel cable X- bracing to the rafters and columns. Page 127 of the calculations contains test results for grips, hillside U Q washers and eye bolts by a specific manufacturer. If the intent is to install this co a manufacturer's products, their design information (e.g., code, size, etc.) should F w be specified on the drawings for review. The structural design apparently relies z F on Detail Q2/14 for this information. However, the code, size, etc. for the F- O individual components for all applicable strand diameters is not specified. w w 5. Details of the connections for the support of the jack beams on Grids A and D v N co were not found in the design drawings and should still be added to the design o drawings for review of structural capacity (e.g., welds, copes, etc.). The use of w w the fabrication shop drawings for this purposed is not adequate. Such H � ? connections require a design. The design in the form of connection details u- should be included in the structural design drawings that bear the seal and w z signature of the steel building's engineer of record. Fabrication shop drawings v 1 do not constitute design drawings and the current shop drawings do not bear the P. I seal and signature of the steel building's engineer of record. z 6. The jack beams appear to support the ends of moment - resisting frames approximately at the third - points of the jack beams and are, in turn, supported by the columns as noted above. A detail of the connection of the moment - resisting f • rames to the jack beams was not found in the design drawings and should still • be added to the design drawings for review. See also Item 5. 10. The determination of the X -brace forces on pages 38 -39 of the calculations should still be revised. The width and heights of the upper bays differ - substantially from the drawings (Sheets 9 and 10 of 16). 14. The calculations apparently assume that the reactions from the X- bracing will be - axially supported by adjoining girts and purlins. However, the design drawings "' . generally depict locations of the X- bracing connections that are offset from the 1 column /girt or rafter /purlin intersections, creating eccentric connections. Work P specified design g points should still be s ecified on the desi n drawin s to enable review of their , 4, , r � effect on structural capacity. See SBC Section 2213.8.4.3. Substantiating data .lf. `, in the form of structural calculations should be submitted to verify the structural capacities of the adjoining gifts and purlins due to the loads imposed by the e > r ' ' * ` . i eccentric connections. i I `' IFes} } I Y Reid iddleton . " -,„ . .n. ; :F •' +ii3.:.L "' . , . . J1RPi1M:#' iW a cL b.::1.YiF'. . (j{ -'8'ti. '! "fd . u.i..r, .:..nr .. , u t ,a'•:w "..r• -...l YlTl lV!AR4MM+}li"7.M'MYt'M,Jtli. 2XNta ,, •a ,, n -. -: ar,e e.t.•a1...y. ri M"rrvgrr<. S —( , .- , ' , E V . Mr. Bob Benedicto City of Tukwila August 23, 2002 File No. 26 -02- 005 - 008 -02 Page 3 Corrections and comments made during the review process do not relieve the project 1 ~ ' applicant or designer from compliance with code requirements, conditions of approval, it 2 . . . . _ o ■ s 1 . M ,''6461 • . . STEEL BUILDINGS SOLUTIONS +SERVICE _ August 8, 2002 D t C l� Q V � z ‘ . ._ f z e . AUB 1 2 2002 U w John Terrell L - _- _ 3 6 v P. O. Box 751 0 Woodinville, WA 98072 REID MIDDLFTON 0 0 ILI J = Re: C01987 Hangar 2 Building co u. w 1 Dear Mr. Terrell: 2 u. ? T are the responses to the review comments from the Building Plan Review that you = a forwarded on July 29, 2002: E - _ ? f- Comment 1: Sun Building Systems will supply two copies of revised structural drawings, one z O copy of calculations and one copy of fabrications drawings. UJ Ljj D0 Comment 2: A set of revised drawings will be submitted. O N 0 E- Comment 3: The cable is A475 -98 and there are 7 wires per strand. See attached 111 0 om , specification for capacities. L I ~ O W z Comment 4: The loads being taken by the bracing are shown on page 107 and 108 of the C.) _ . calculations. Pages 126 and 127 are included to show the capacities of the ~O I- . connecting elements for each bracing size. z Comment 5: The detail of the connection is shown in the fabrication drawings, the fabrication • drawings and the standard weld details will be submitted. \ Comment 6: A detail of the connection is not shown in the drawings but is shown in the • calculations, see page 5 and also the fabrication drawings for more information. • Comment 7: The frame loads mentioned on page 130 of calculations are from page 26 and 27 of the calculations and shown on page 132. Comment 8: The drawings will be renumbered. - ,> .} #q;; Comment 9: The number of anchor bolts on Sheet 2 is correct, detail E6 is only for reference . " k�r ' . of column orientation. '.. AS : ; , ,: t z, q ''' , i? • 2002 Morgan Road t Sunnyside, Washington, U.S.A., 98944' l ; Telephone: (509) 837.7008 — Fax: (509) 837 -8064 1 40 : nWh++CP^�uANN{1YC;MHIiY.IY.fIPr .9iNF Y'NMt?RIYM 1 • 'i . __ , . . , — . ,t I /AV • ti,,t a5� i , a� '�1 e�s µ b g i T 2002 Morgan Road : j4 y # ° Sunnyside, Washington, U.S.A., 98944 ; r ti•°r Telephone: (509) 837.7008 - Fax; (509) 837 -8064 �., , ;; ` .. .r:.... ...,... :t,'. , . , , .,: .t•..,.e...+r.., ,'.x,.eF= ✓r:•h+7 ti-. <t.�t .n..^r's.o„, ...'trt.t •Jtn.t,uf.... >.:,..,,..... .. ,,.,.,.,. 'J, ;.. "var.:.+..J'a++i.'9:w} +'.h t..`' 'S;"5a „*A.t: ..s fa:ti'.`ia.3.'4Ai.`.F+Thi eal,k�.».'sw'�`. ' , 1 , - .-. _ -i. ' 03,07/02 THU 14:15 FAX 770 421 -1521 I3EKAERT ATI. 0001 1E1Th Designation: A 475 - 98 AMERICAN SOCIETY FOR TESTI • 100 Bar Harbor Dr., Welt Conti Reprinted Han the Annual Book at ASTM Standard Specification for Zinc- Coated Steel Wire Strand Z • This standard is Issued tend the fixed designation A 475; the number lmmediarel following = Bns y wing the designation indicates t year of I-- Z Z original adoption or, in the case of revision, the year of last revision. A number In parentheses indicates the year of last reapproval. A W superscript epsilon (e) Indicates an editorial change since the teat revision or reapproval. CL ec ,q 5 This standard has been approved for use by agencies of the Department of Defense. J V U 1. Scope 4. Ordering Information to ui 1.1 This specification covers five grades of zinc - coated, 4.1 Orders for•material under this specification shall include -J F steel wire strand, composed of a number of round, steel wires, the following information: fn LL with four weights of zinc coatings, suitable for use as guys, 4.1.1 Quantity of strand in feet, w O messengers, span wires, and for similar purposes. 4.1.2 Nominal strand diameter, number of wires, grade, and M ' 1.2 The five grades covered are as follows: minimum breaking strength of strand (Section 8 and Table 1), g ri R 1.2.1 Utilities, 4.1.3 Weight (type and class) of zinc coating (Section 12 U- 1.2.2 Common, and Table 2), and V) D 1.2.3 Siemens Martin, 4.1.4 Length of strand in coils or on reels (Section 19). = W 1.2.4 H I 1.2.5 • i E x si Extra High-Strength. and rength. 5 Materials and Manufacture Z f Extra gh- St I- O 1.2.6 Minimum breaking strengths of strand for each grade 5.1 The base metal shall be steel made by the open - hearth, Z f- arc described in Section 8. basic- oxygen, or electric -furnace process and of such quality W W 1.3 The four weights of zinc coatings are: Type 1 and and purity that, when drawn to the size of wire specified and M 0 Classes A, B, and C. Minimum weights of zinc coatings are coated with zinc, the finished strand and the individual wires U c described in Section 12. - shall be of uniform quality and have the properties and 0 � 1.4 The values stated in inch -pound units are to be regarded characteristics as prescribed in this specification. as the standard. The values given in parentheses are for 5.2 The slab zinc, when used for the coating, shall be any 2 U information only. grade of zinc conforming to Specification B 6. F- t - u' O 2. Referenced Documents 6. Stranding iii Z 2.1 ASTM Standards: 6.1 Unless otherwise specified, strand shall have a left lay. A U N A 90 Test Method for Weight [Mass] of Coating on Iron and left lay is defined as a counter - clockwise twist away from the I . Steel Articles with Zinc or Zonc -Alloy Coatings observer. All wires shall be stranded with uniform tension. Z A 902 Terminology Relating to Metallic Coated Steel Prod- Stranding shall be sufficiently close to ensure no appreciable ucts reduction in diameter when stressed to 10 % of the minimum B 6 Specification for Zine breaking strength. 6.2 The 3 -wire strand shall consist of three wires concen- 3. Terminology trically twisted with a uniform pitch of not less than 14 nor l 3.1 Definitions -For definitions of terms used in this star- more than 20X the specified npminal diameter of the strand. • dard, refer to Terminology A 902. 6.3 The 7 -wire strand shall consist of a center wire with a • 3.2 Definitions of Terms ! Specific to This Standard 6 -wire layer concentrically twisted over it with a uniform pitch • 3.2.1 strand -the designation of the finished strand shall be of not more than 16X the specified nominal diameter of the expressed as the nominal diameter of the strand, the number of strand. the wires in the strand, the minimum breaking strength of the 6.4 The 19 -wire strand shall consist of a center wire with a strand (see Section 8), and the type or class of coating (see 6 -wire layer concentrically twisted over it, having a right lay Section 12). and a uniform pitch of not more than 16X the nominal . diameter of this 7 -wire core. The nominal diameter of this 7 -wire core shall be considered to be 3X the nominal diameter - I This speciflcation Is under the Jurisdiction of ASTM Committee A -S on of the wires. A 12 -wire outer layer, having. a left lay shall be Metallic Coated Iron and Steel noducts and Is the direct responsibility of C ' Subcommittee A08.12 on Wire Specifications. concentrically twisted over the 7 -wire core and shall have a hsf..; Current edition approved April 10, 1998. Published October 1998. Originally uniform pitch of not more than 16X the specified nominal nil published u A 47S - 62 T. Lent previous edition A 475 -95 diameter of the strand. 3g ,&, . , F =Annual Book of ASTM Standards, Vol 01.06. ^ ;h xt,�' ual Book erMTH Standards, Vol 02.04. 6.5 The 37-wire strand shall consist of a center wire with a u A 'Ann d< �r f � . i � r2 4j y t s �l,' :7-,„Ig.: . ;; 'fi f t ^5. 1 ; ,h. � n , A e ,.; }.' ' ,'.::•r •::: ..• '.::,•H'.•..�.:;n,cc..s:o -?sv: iraA.�$.y 1dAk. +t:.3,LSnge.e,xi :itu.a.....a'v.�v:tt 1�`4i,, vh'A.vw'.. y ...w. >. , _ .....,_ ................:...• .•-,...... .,wno......uar... >rn? x>'!iNCM I i r i - �.cr 7 M (11.11) 7 0.145 (3.68) 390 (181) 1B COO (00.068) (4) 5 700 (25.365) 9 350 (41591) 14 500(84.499) 20 800 (92.523) (l t 'i4 (12.70) 7 0.166 (4.19) 517 (234) 25 000 (111.200) (4) 7 400 (32917) 12 100 (53.029) 18 000 (03.627) 28 900 (119.867) H • - '/1 (12.70) 19 0.100 (2.54) 504 (229) ... 7 620 (33.896) 12 700 (58.492) 19 100 (84.961) 26 700 (118.788) . ' Me (14.29) 7 0.188 (4.78) 871 . (304) ... 9 600 (42.703) 15 700 (69.837) 24 500 (108.981) 35 000 (155.688) t ,,, %is (14.29) 19 0.113 (2.87) 837 (2 9) ... • 9 640 (42.881) 18 100 (71.618) 24 100 (107202) 33 700 (149.905) S (15.88) 7 0.207 (5.26) 813 (369) ... 11 800 (51.599) 19 100 (84.061) 29 600 (131.667) 42 400 (188.605) , • % (15.88) 19 0.125 (3.18) 798 (381) ... 11 000 (48.930) 1B 100 (80.513) 28 100 (124.995) 40 200 (178.819) ' % (19.05) 19 0.150 (3.81) 1 155 (524) .... 18 000 (71.172) 26 200 (118.543) 40 800 (181.487) 58 300 (259.331) • 7 ,4 (2222) 19 0.177 (4.50) 1 681 (717) ... 21 900 (97.418) 35 900 (159.691) 55 800 (248211) 79 700 (354.523) 1 (25.40) 19 0.200 (5.08) 2 073 (940) ... 28 700 (127.664) 47 000 (209.066) 73 200 (325.610) 104 500 (464.839) 1 (25.40) 37 0.143 (3.63) 2 057 (933) ... 28 300 (125.885) 48 200 (205.508) " 71 900 (319.827) 102 700 (468.832) .. • I % (28.58) 37 0.181 (4.09) 2 691 (1 221) ... 38 000 (180.138) 68 COO (282.000) 91 B00 (407.457) 130 800 (581.827) 1 '/4 '(31.75) 37 0.179 (4.55) 3 248 (1 473) ... 44 600 (196.391) 73 000 (324.720) 113 600 (505.318) 162 200 (721.502) �` � -.:4t A res utilities grade la used principally by communication and power and light Industries. ° Rater to elongation requirements seedbed In Section 9. ' ''' 0 Rr� ' xnyf ' M ONa ea . \ . . r ' A „, *I „' It," ',•". f M1 ' C ;� + +- l..z. .,.. . iui13. +s.t,.bN:i .dnU "f.na.„h�a�s.:,ra.. 3.:..c..... .;i; <u r .. ti. ,,.,. _.... ,,<... d:�w ,.13.; „tywiw'�•..ki"t'vY '!." t 4H dJ+,S TQS?t.Pl, 'a - � }. +t.n �•i,t..t..Ma� :v: Mb. �r:�:' 1`�i.,�+'">`'ittx: °r'. j"�4t �� 1 s , , . • 03/07/02 TIIU 14:16 FAX 770 421 _,8521 BEKAERT ATL • f1003 • . 0 A 475 TABLE 2 Nominal Diameter* and Minimum Weights of Coaling 7.2 In 3 - wire strand, there shall be no joints made in the for Zlnc'•Coeted Steel Wlree Individual finished wire. In 7 -wire strand, joints made in Nominal Dram- Mtntmum Weight or Coating, oz/11 (Wm?) of Uncoated Wire individual finished wires shall be acceptable provided there is °tor of Coated Surface not more than one joint in any 150-ft (45.7 -m) section of the Wire In the Strand, In. Type 1 ClasaA Class B Class C° completed strand and the location of each joint is marked on (mm) the strand with paint or some other distinguishing mark. Z 0.041 (1.04) 0.15 (46) 0.40 (122) 0.80 (244) 1.20 (368) Factory joints made in the individual finished wires of 19 and d 0.052 (1,92) 0.15 (48) 0.40 (122) 0.60 (244) 120 (3e6) 37 -wire strand shall be kept well spaced and at a minimum in _ 0.062 (1.57) 0.15 (4e) 0.50 (153) 1.00 (305) 1.60 (45e) number. I- W 0.065 (1.e5) 0.15 (40) 0.50 (163) 1.00 (306) 1.60 (458) 0.072 (1.83) 0.15 (46) 0.50 (153) 1.00 (305) 1.50 (458) 7 .3 Joints in the wires composing the strand shall be either Q = o.oeo (2.03) 0.90 (tae) o.eo {tea) 1.20 (366) 1.80 (949) the brazed -lap type or electric- butt - welded type When the J U 0.093 (Z30) 0.30 (92) 0.70 (214) 1.40 (427) 2.10 (641) brazed type of joint is used, the length of the lap shall be not 0 0 0.100 (2s4 0.30 (92) 0.70 (214) 1.40 (427) 2.10 (641) less than 3X the diameter of the wire and the overlapping faces CO ra o.ta (z 04) ono (92) 0.60 (244) 1.60 (488) 2.40 (732) shall be smooth, clean, properly fluxed, and completely cov- W = 0.1 (2 0.30 (92) 0.80 (244) 1.60 (488) 2.40 (792) ered by the brazing metal. When the electric - welded type of CO 0 .113 (2.07) 0.30 (92) 0.60 (244) 1.60 (488) 2.40 (732) joint is used, care shall be taken to prevent injury to the wire LL 0.120 (3.05) 030 (92) 0.55 (25e) 1.70 (519) 2.55 (ne) during electric -butt welding. All joints shall be well made and w O 0.125 (3.18) 0.30 (92) 0.85 (259) 1.70 (619) 2.56 (778) 0.130 (3.30) 0.30 (92) 0.85 (260) 1.70 (610) 2.55 (778) shall be coated with zinc after completion so that the joints t 0.143 (3.63) 0.40 (t22) 0.90 (275) 1.80 (549) 2.70 (824) shall have protection from corrosion equivalent to that of the .7.1 0.145 (388) 0.40 (122) 0.90 (275) 1.00 (549) 2.70 (824) zinc- coated wire itself. CO n 0.150 (3.01) 0.40 (122) 0.90 (275) 1.80 (549) 2.70 (824) 7.4 There shall be no strand joints or strand splices in any = 0.161 (4.09) 0.40 (122) 0.90 (275) 1.80 (549) 2.70 (824) length of the completed strand unless specifically permitted by • I-- _ 0.165 (4.19) 0.40 (122) 0.90 (275) 1.80 (549) 2.70 (624) Z 0.177 (4.50) 0.40 (122) 0.90 (275) 1.60 (649) 2.70 (824) the purchaser. • _ 1- 0.179 (4.55) 0A0 (122) 0.00 (275) 1.80 (549) 2.70 (624) S. Breaking Strength and Weight Z O i 0.188 (4.7e) 0.40 (122) 100 (305) 2.00 (610) 3.00 (916) 8.1 The approximate weight per 1000 ft or 305 m of strand g gi 0.200 (6.26) 0.40 (122) 1.00 (305) 2.00 (810) 3.00 (915) a nd the minimum breaking strength of the finished strand shall U 0 0.207 (5.28) 0.40 (122) f.00 (305) 2.00 (810) 3.00 (915) 8 g For Intsnnedlate sizes of wire In the strand, the weight deaipnetlons are the be as specified in Table 1. O - same as for the next finer the shown In this table. 8.2 A test in which the breaking strength is below the 0 I- . • °Type 1(formerly 'ph/an/zed" coating applies to common grade of strand only. minimum specified and which may have been caused by the W 111 o ctave A, 'extra gatvanizad' and `double galvanized' am equive,ent tonne. 111 = U Close A, Class B, and Ctaae C coatings apply b all grades slipping o f strand. of the specimen in the j aws of the testing machine, by i.- 0 breaking within the jaws or within 1 in. (25.4 mm) of the jaws, tt- or by the improper socketing of a specimen shall be disre- Z 6 -wire layer concentrically twisted over it, having a left lay and garded and another sample from the same coil or reel shall be U N a uniform pitch of not more than 16X the nominal diameter of tested. Tests shall be made on lengths of strand that do not = this 7 -wire inner core. The nominal diameter of this 7 -wire contain wire joints or splices. p I • inner core shall be considered to be 3X the nominal diameter Z of the wire. An intermediate layer of 12 wires having a right lay 9- Elongation shall be concentrically twisted over this 7 -wire core and shall 9.1 The elongation of the strand in 24 in. (610 mm) shall be have a uniform pitch of not more than 16X the nominal not less than that specified in Table 3. , diameter of this 19 -wire core. Tbe nominal diameter of this 9.2 The elongation shall be determined as the percent t 19 -wire core shall be considered as 5X the nominal diameter of increase in separation between the jaws of the testing machine the wires. An 18 -wire outer layer, having a left lay shall be from the position after application of the initial load to the ' concentrically twisted over the 19 -wire core and shall have a position at the initial failure in the test specimen. The scpara- ' uniform pitch of not more than 16X the specified nominal tion of the jaws of the testing machine shall be approximately 0 • diameter of the strand. 2 ft when under an initial load equal to 10 % of the required 6.6 All wires in the strand shall lie naturally in their true minimum breaking strength of the strand. The elongation positions in the completed strand and, when the strand is cut, values shall be recorded only for specimens which break over the ends shall remain in position or be readily replaced by hand 1 in. from the jaws of the testing machine. Additional samples and then remain in position. This may be accomplished by any shall be taken from the same coil or reel when the previous means or process, such as preforming. post forming, or form setting. TABLE 3 Mongolian Requirements for Grades of Strand .v.---. '" , • k "` 4 Grade at Strand Elongation In 24 ,. t . t , 7. Joints and Splices' • In. (010 mm), a= ' Y';/ "_' 7,1 Electric-welded butt joints made prior to the start of cold min xr! drawing of the wire are permitted; however, no electric - welded ()titles Mille. Grade / and Common Strand 10 1 * ' ; ;. ' ! : ' , es Grade (2) and Siemens- Martin 8 „ tt' - : .,:,Y, S butt joints shall be made during the cold drawing operation, Willies Grade (3)A and High - strength 5 ;,, "t ry ; "`x`` ' <`, Electric- welded butt joints of the wire shall b e permitted only U tiiiiies Grade (4)" find Extra High -St angth 4 1 ' joints pe y �_ ;_'' as specified in 7.2. A See Table 1, Footnote B. . . ^ �` 3 *, y r tt r f '• i� u • • ,M h.•'id7b.!{fH4' .Arts kL1 .r..`ka '9 x aGm. r ,' • , &r •. • J ,.?. .;�4�+�'`R¢t a .,a- .tyF r , rrsr�. .. _. • -: b. .. .� _..._...........:. ,. +. ■ . 03/07/02 THU 14:18 FAX 770 421-8521 BEKAERT ATL X1004 • 4 A 475 tests are to be disregarded. • 13. Tuts of Coating 9.3 Elongation tests shall be made on lengths of strand 13,1 The weight of the zinc coating shall be determined by which do not contain wire joints of splices. a stripping test in accordance with Test Method A 90. j 10. Permissible Variations in Si ze r 10.1 The diameter of the zinc - coated wire forming the 14. Adherence of Coating Z strand specified in Table 1 shall be within the limits prescribed Q 14.1 The zinc - coated wino shall be capable of being , H Z in 'labia 4. wrapped at a rate not exceeding 15 turns/min in a close helix tL U. Sampling of at least two turns around a cylindrical mandrel equal to 3X W g the nominal diameter of the wire under test, without cracking W 11.1 Sampling for determination of compliance to this -J U or Baking the Tint coating to such an extent that any zinc can U O specification obeli be performed on each lot of material. A lot removed by ru bbi ng with the bare fingers. N 0 shall consist of all the strand of one size and one grade in each • shipment. The number of samples' to be taken shall be as Nora 2- Looaenin8 or detachment during the adhesion test of super W = follows: firm] small particles of one fo by mechanical polishing of the surface - I - Number of zinc- coated wire shall not be considered cause . N e fcc rejection O Saples 5000 h (1524 m) or leas 1 15. Ductility of StecI 2 b Over 5000 to 30 000 It (1524 9144 m) 2 Over 30 000 to 150 000 ft (9144 to 46 MO m) a 15.1 The Zinc coated wire shall not fracture when wrapped u- Q at a rate not exceeding 15 turns/min in helix at l Over 150 000 R (45 72 m) 4 urns n a close x of east 0 0 2 turns around a cylindrical mandrel. The mandrel diameter for a 11.2 Each sample taken shall be subjected to all tests testing common and Siemens - Martin grade strand shall be F _ prescrib«I in Sections 6. 8. and 9. equal to the nominal diameter of the individual wires of the Z I- 11.3 In addition to the strand testing in 11.2, the individual strand. The mandrel diameter for utilities, high - strength, and I - 0 1 wires shall be tested. The number of individual wims to be extra high-strength grade strand, shall be equal to 3X the Z ( - selected from each sample of strand and tested t0 determine nominal diameter of the individual wires of the strand. ? Q • compliance with Sections 10,12, 14, and 15 shall be as follows: U 3 -wire strand ---3 wires 1d. Fin fn 7 -w u e s --4 wires 16.I The zinc - coated wire shall be free of imperfections not p O 19 -wire strand -3 wires from each layer (total of 6 wines) consistent with good commercial practice. The coating shall be Ui W 37 -wire strand -3 wires from each layer (total of 9 wires) con and reasonably uniform. H U None 1- Individual .ran aaa ample& selected for compliance to Section 10 17. Tnespection Z obeli be discarded if any distortion of the wire occurred during the 17.1 The manufacturer shall afford the inspector repr,eaent- W t/) :Mantling opczatioa U _ tog the purchaser all reasonable facilities to satisfy him that the = 11.4 Instead of testing the wires from the completed strand I" F-- • in accordance with 113, the producer may elect to establish material being furnished in accordance with this spec-idea- 0 lion. All tests and inspection shall be made at the place of Z compliance with Sections 10, 12, 14, and 15 of this specifica- manufacture prior to shipment, unless otherwise specified, and lion by tests made on the wires prior to stranding, unless shall be so conducted as not to interfere unnecessarily with the otherwise stipulated by the purchaser. However, if the producer operation of the works. makes this election, the purchaser still reserves the right to test 1 wires from tho completed strand for compliance. 18. Rejection and Rehearing 12, Weight oft g 18.1 If the wire or strand fails in the first test to mt ct any • 12.1 The weight of zinc coating, in ounces per square foot reci roment of this specification, two a dditional tests shall be • or grams per square metre of uncoated wire surface, shall lint ' on samples of wire or strand from the same coil or reel. be leas than that specified in Table Z. . If failure occurs in either of those tests, the lot of wire or strand shall be rejected. • TIWLE 4 PonniPalble Venation. In Diaunoter of Individual Zino- Coated Wtcee 19. Packaging and Package Marking Nominal Diameter of Conned Wins Permieatt�le variations, 19.1 Wire strand shall be furnished in standard lengths (sec In rho Strand, in (mm) *In. (mm) 19.1.1) and in compact coils or on reels (see 19.12) as ,-,..•ter -;',,.0.z> 0.041 to 0.020 (1.04 to 1.s2) 0.002 (axe) specified by the p lengths shall be as a purchaser; otherwise lea agreed � , o.0e1 v 0.00 (1.6a te 2.28) • 0.000 (0.0Q) u at the time of purchase. Only one lea of strand shall be 0.091 to 0.120 (2.31 to 3.057 0.004 (0.10) Po n > Y ;{ ` 0.121 and over (3.07 and over) 0.005 (0.13) furnished in each coil or on each reel. Lengths of strand may A a is m op /red that the auroras of heavy zing ccadnpa, pertieWarfy here v�y between the stan (nominal) length and 10 96 over the , :; produced by hot galvanizing, are not perkCtty smooth and devoid of inoguWRioe. statdard (no lengt unless o spec by the ` , .Y f If the tolerance* shown In Table 4 are rigidly wiled to ti pty Cf Irresrhfee that are purchaser. :: � $i ; Inr4 b the product. trJuetllled re)ect$ores Of 144r6 that world actually D0 y,. hora satisfactory for use could occur. Therefore, it le intended mat these tolerances be 19.1.1 Standard lengths of strand are as follows: 250, 500. raftli used in mina the our= areas of the geinrenized ware. 1000, ?500, and 5000 ft (76, 152, 304, 760, and 1520 in). i <. , ? a F` 4 .�v!ta• 140 x, '.lrA� mtwibl C tm-v2�aMrm4v, p +. ofoaYt1 +1;1t'S.'1v.fti w:7n�.4,N :r•1+s•,...y,.. �4A fi? . .• . i �•�r , .03/07/02 THU 14:19 FAX 770 4218521 BEKAERT ATL , 11005 r , 7 • ,f A 475 19.1.2 Standard practice is to furnish all strand 'As in. (11.11 coating, ASTM Specification A 475, and the name or mark of mm) and over in diameter on reels In lengths of 1000 ft (304 the manufacturer. If additional information is required on the m) and ova. Strand lengths of Less than 1000 ft ere regularly tag, it shall be so specified nt the time of purchase. furnished in coils. '• 19.2 Each coil or reel shall have a strong weather - resistant Z0, Keywords tag securely fastened to it showing the length, nominal diem Z or class of 20.1 steel wire strand; wire; zinc- coated steel wire strand , Z etcr, number of wires; grade of the strand, type, W The American Sodety rbrTeedr g end Alabdfab ekes no pashkrr respiring the wildly of any perste rights weeded h connection ce watt cloy ewe "torsions, h Nato standard. Vows ad Nato standard aro armfu)• odWaod loot afolver i raboon d the validay aharry oath iI4 patent right end he desk of h averrlent death rfplIts, ere edam* Mar' Own rasPbr) 'Aix U O This standard leaur) bctm rrvirbnetany sins by the sospomnletaclfntcs assnater find mwtb s ref nbrred every /Mr ream and W Nnof revised, orD?areaap+vvadore sewn .YovrcemletenttOro bm7adeitIIa forrovi akoofat, c stem/ardor krect,trarfa/atartdads W CO and elVvid b4 aa:tract 0d to A.5774 H uarfan. MO Ornatertts sit waive caratL+codulderafAn at a :waft 'mre re onsb = j redrakel eorrorahtae, *Nab you may strand N yogi Awl that your mnnrantr have not r cnrtivd a lair hoeriv you' shook, maim jour ' !! Y Ora ,tlO»n R7 me ASS77,1 Co nettete On SklnOttraA MT Barr /r¢IrtOr Ddve, Wee C n hohocAsn, M i94 N LL W J j I LL = - I— W Z I-- Z 0 111 uj • 0 N 0 I— , W . - Z ;. 0 to { O / • � Z • • • i t I' . • •�•1, 5 ' r' it';�• "!.r t r , .. .::. ...,..._.:.:.........+,u� -.::.. .t.::.. «.W:_.,..,....i.. :u...:4a;.• >:.i;.. arr.K.w. .._ .,...,«.a.. r .a•i,ys+t, • ( - '.•, _ (D02 -198) u. Dear Mr. Benedicto: = a F_ w We reviewed the proposed project for compliance with the structural provisions of the • E ,,. p 1997 Edition of the Uniform Building Code as amended and adopted by the City of w }— uj n Tukwila. The permit applicant should address the following comments. Copies of 2 � o this letter were forwarded to the project engineer for your convenience. 0 co: o I- 1. The following list of comments applies to the drawings and calculations by w v Sun Building Systems. They should be responded to in itemized letter form. 0 The permit applicant should have the Engineer of Record respond and resubmit w z. co ! two copies of revised structural drawings and one copy of supplemental v calculations. All information should be submitted directly to Reid 1 F_ Middleton, Inc. z • 2. Most of the drawing sheets are at least partially unreadable due to apparent printing errors. Revised sheets should be submitted. 1 _ 3. The grade and number of wires per strand of the cable used for the X- bracing . should be specified on Sheet 1 of 16 to enable review of structural capacity. V , 4. The drawings do not contain sufficient information for review of the structural capacity of the connection of the steel cable X- bracing to the rafters and Washington columns. Pages 126 -127 of the calculations contain test results for steel cable, Oregon A laska rr ..,,_u� hillside washers and eye bolts by a specific manufacturer. If the intent is to ,,iv t,, install this manufacturer's products, their design information (i.e., code, size) �; should be specified on the drawings for review. ; , ? • ,: Y r,,3 ' k , 5. Jack beams span between rigid frame columns on Grids A and D. They are Reid Middleton, Inc. iz? su supported at the columns by three 5/8" A325 bolts per She 7 of 16. A detail 728 Street SW ,. a PP Y p . O of the connection was not found in the drawings and should be added to the Suite 200 `' drawings for review of structural capacity (e.g., welds, copes, etc.). Everett, WA 98204 1 Ph: 425 741 -3800 1 E fax: 425 741 -39007:10: , «. w,A •wun +n .w .9..v u.+v.eeOWt. ■ ., .. .•. v ... i - ...∎.,:;i .fr..,c... .4A ' rek4. "":1 t.F SAYS;. ...id: '4, w.h A'{'' L a. ■ . 1 - j _ -'.1 4 y . Mr. Bob Benedicto City of Tukwila February 7, 2002 File No. 26 -02- 005- 002 -01 Page 2 6. The jack beams appear to support the ends of moment - resisting frames z • approximately at the third - points of the jack beams and are, in turn, supported .= z by the columns as noted above. A detail of the connection of the moment- ct 2 resisting frames to the jack beams was not found in the drawings and should be J v added to the drawings for review. 0 cn o 7. The applied loads used for the design of the jack beams on pages 130 -149 of -J H the calculations are not clear. Please verify. w 0 8. The number of the sheets intended for the drawing set is unclear. Sheet 9 of 16 g Q is missing and Sheet 17 of 17 has been added. d = w 9. The number of anchor bolts at the end wail column base plates is not clear. Z F = . Two bolts are specified on Sheet 2 of 16, but four bolts are specified at Detail z O E3/15 as referenced on Sheets 10 and 11 of 16. w w :0 10. The determination of the X -brace forces on pages 38 -39 of the calculations p N . should be revised. The width and heights differ substantially from the • a I. wW I drawings (Sheets 10 and 11 of 16). = v: . 11. Designs for the support of seismic forces in the longitudinal direction by the X- w z bracing in the roof and side walls were not found in the calculations and should v z I be submitted for review. p H • z • f 12. The seismic design loads used in the calculations for analysis of the side wall X- bracing are not clear. It appears that they are 29.7 percent of the roof dead I . load based on a basic load of 2.5 psf plus a collateral load of 3 psf per page 79. ■�. , However, a basic load of 4 psf plus a collateral load of 3 psf is specified on page 2 of the calculations. ' f . 13. The X- bracing connections are required to be designed per SBC Section : 2213.8.3.1 (i.e., 0o times the brace force due to design seismic forces per Item j 2). It is not clear what forces were used for the design of the X- bracing in the • side walls and roof. A determination of no times the brace force was made on 1 page 3 of the calculations but a smaller uantit was apparently used in the side:` q Y Pp Y IN 'T wall analysis (page 79). Please verify. :., , i ,, >" `t, ray , 14. The calculations apparently assume that the reactions from the X- bracing will f ., be axially supported by adjoining girts and purlins. However, the drawings i generally depict the locations of the X- bracing connections offset from the '�� p. ` column /girt or rafter /purlin intersections, creating eccentric connections. Work ■ points should be specified on the drawings to enable review of their effect on of tp structural capacity. See SBC Section 2213.8.4.3. I I OM 4c417,11 I Reid iddleton (E1,,,,e1 ., y .. :+.'v1 +:.. .. _., .... n. +..•..wrnxnMMfM'YiAM ?M 4�VwY v+Y!#WhM54riMMJ44ViMX.lttv..n. ran. we. .....,.............. «........w .., ., .r.......,.. •r..nerw.a mrw!'sM44CS h*A+R . awVSRFAriN 't4.YrOf:uiYb:.•.w;'I+M1rt•ii Y'A.l: +.FT..!kRt1:.9J7li .a S , 1 i r - • I X 0 ra O , City of Tukwila Steven M. Mullet, Mayor J + fi • '\ t --,1 , Y (1) : 2 Department of Community Development Steve Lancaster, Director 1908 - July 17, 2002 Z U UO : Dave Swanson, P.E. cn 0 Reid Middleton w 728 - 134th Street SW, Suite 200 N w Everett, WA 98204 uj 0 u. RE: Structural Review w d Museum of Flight — Hanger 2 (D02 -198) w H Z Dear Mr. Swanson: MM wO Please review the enclosed plans and documents for structural compliance with the 1997 Uniform 2 Building Code. The soils report for this property is under D02 -019 and D02 -020 previously reviewed by co Reid Middleton. a - i = If you should have any questions, please feel free to contact me at (206)431 -3672. 1 O •. z . U Sincerely, _ 0 H • � Z tekcQlc 14A-- Brenda Holt, Permit Coordinator . encl . xc: Permit File No. D02 -198 la i I ii K, a:�;y 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431 -3665 . 1 4iiiik &A 1, ERMIT COORD Copy PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -198 DATE: 07 -12 -02 APPROVALS OR CORRECTIONS: DUE DATE: 08-13-02 Approved ❑ Approved with Conditions L " Not Approved (attach comments) ❑ Notation: -, . t REVIEWER'S INITIALS: D ATE: 1 , Permit Center Use Only 11r��!4 . CORRECTION LETTER MAILED: ¢(.r,,ik: e { '.' ,f Departments issued corrections: Bldg ED Fire El Ping E:1 PW ❑ Staff Initials: �sy,;�«�,��,,,, t k PLRIVII I COORD CUi Y ‘,.,ail em . Documents /routing slip.docIgi 2.28.02 -M' r ,'' .�'.:. '., :.•' ' 1'.:i\: a5 .:,. ^.nl. S J , /.. _. -.., ■ ,.,-,. _... , --- - - ! � • • ,.{., - ■ • PERMIT NO.: 1 2 — i _-, TENANT NAME: I '\uSO - - A o .c F I t l r - N A 06 it_ IQ BUILDING PERMITS INSPECTIONS CONDITIONS ❑ 1 Progress Inspection Status b 10001 No changes will be made to the plans unless approved e 2 Pre- construction by the Engineer and the Tukwila Building Division 3 Investigation 10002 Plumbing permits shall be obtained through King Co 4 OK to Occupy 10003 ........ Electrical permits obtained through L & I 5 Remove Stop Work Order 10004 All mechanical work shall be under separate permit Z ❑ 6 Follow -up 10005 All permits, insp records & approved plans available ' I • 10006 All structural concrete shall be inspected F-- Z ❑ El 7 Pre -Move Inspection special in W 50 WSEC Residential 10007 ........ All structural welding shall be done by WABO certified Q 2 ❑ 60 WA Ventilation/Indoor AQC inspector uJJ U ❑ 70 NLEA Inspection/Modular Struct 10008 All high- strength bolting shall be special inspected U O ❑ 71 Mobile Home Tie Down Insp 10009 Bolts installed in concrete shall be special inspected u) a ❑ 72 Marriage Lines 10010 When special inspection is required...notifyTukwila u) W : ❑ 90 Rested Building Division ■ ❑ . 95 Footing Drains fill 10011 The special inspector shall submit a final signed report to u_ 0 100 Foundation Footings 10012 Any new ceiling grid and light fixture installation W O 200 Foundation Walls le 10013 Partition walls attached to ceiling grid M 1 0014 Readily accessible access to roof mounted equipment ❑ 250 Foundation Insulation Y M �P I 5 ❑ 300 Concrete Slab/Slab Insulation 0 10015 Engineered truss drawings & calcs shall be on site u- 1 An exposed insulation backing material shall have ❑ 350 Crawl Space Y � g in. C1 [) 400 ' Shear Wall Nailing ❑ 10017 Subgrade preparation including drainage, excavation I w 450 Plywood Wall Sheathing ❑ 10018 A statement from the roofing contractor verifying fire Z 500 Roof Sheathing Nailing retardant class of roof O 525 Plywood Deck Nailing 10019 All construction to be done in conformance w /approved Z F— g' 550 Exterior Wall Sheathing plans W W 0 600 Chimney Installation/All Types ❑ 10020 Structural observation shall be provided for this project U 700 Framing ❑ 10021 ........ All food preparation establishments must have King Co 0 - 750 Roof/Ceiling Insulation ❑ 10022 • Fire retardant treated wood shall have flame spread of W 800 Floor Insulation ® 10023 Notify Building Division prior to placing any concrete = U 801 Wall Insulation . ❑ 10024 All spray applied fireproofing shall be special inspected 1— F ;., 802 Exterior Roof Insulation ❑ 10025 ........ All wood to remain in placed concrete shall be treated t '- - 0 ❑ 803 Glazing Inspection ❑ 10026 All structural masonry shall be special inspected iii Z ' ❑ 815 Lighting and Controls ® 10027 Validity of Permit U 900 Suspended Ceiling ❑ 10028 Rack storage requires separate permit I- • H 0 00 Interior Wallboard Fastening z 001 Exterior Wallboard Fastening gi' 10030 ........ No occupancy of building until final insp by Bldg Div • 110 Pre-Move Inspection ❑ 10031 Comply with requirements of TMC 16.04 O 115 Motor Inspection ❑ 10032 Remove all weeds, concrete, stone foundations, flat O 120 Pre -Demo concrete ❑ 140 Pre- reroof ❑ 10034 Removal of septic tanks require approval and \ ❑ 400 Final -Fire compliance with King Co Health Dept. a 700 Final- Building ❑ 10035 Contact PW Div to obtain insp for water /sewer connect. 900 Final - Reroof ❑ 10036 Manufacturers installation instructions required on site 3100 • Site Visit . 4000 Special - Concrete ❑ 10038 A C of O will be required for this permit 4001 Special -Bolts in Concrete ❑ 10039 Final approval for all TI w /in the limits of the SC Mall 4001 Special - Mom/Resist Conc Frame 4003 Special -Reinf Steel Prestress • ' ❑ 10040 All construction noise to be in compliance with 8.2 TMC 4004 Special - Welding at 10041 Ventilation is required for all new rooms & spaces 4005 Special- High - Strength Bolting ` " 4006 Special - Structural Masonry ❑ 10042 .Fuel burning appliances ivi- • , ,.. ❑ 4007 Special -Reinf Gypsum Concrete ❑ 10043 .Appliances, which generate , . C I 10044 Water heater shall be anchored ❑ 4008 Special - Insulating Conc Fill ❑ Wo s a ,, t ❑ 4009 Special -Spray Fireproofing ❑ 10045 .. Reroof w.. "Anchoring —All new construct and substantial fr a l ', ❑ ❑ 4010 Special- Piling, Piers, Caissons '0,40'64.1r:''''' � �� ❑ 4011 Special- Shotcrete improvement , 4, ,, im rovement shall be anchored to prevent flotation" r Mf r ; ❑ 4012 Special - Grading, Excav/Fill '; -� ' ' ❑ 4013 Special- Retaining Wall �— y Date: a.` Plan Reviewer: ;fi t ; ❑ 4014 Special - Panels ,:=.. ❑ 4015 Special -Smoke Control System !!!1 TT . t Permit Tech: Date: ��''' to � . t. rY +u=�� . ..........� ...,. .. ..._. .. .,.....,...,,......- ...r.�r.....,t* /..wa'tl;7+xrcN.• alum ^Y.wLC•"�,hi;:Y�iJkh1G�riU�33. p , . . .` ) `• ,'''''''N. PLAN REVIEW /ROUTING SLIP i ACTIVITY NUMBER: D02 -198 DATE: 07 -12 -02 PROJECT NAME: MUSEUM OF FLIGHT - HANGAR DEVELOPMENT zz • SITE ADDRESS: 8701 E. MARGINAL WAY SOUTH w 5 XX Original Plan Submittal Response to Incomplete Letter # v v 0 I o Response to Correction Letter # Revision # After Permit Is Issued w w H N wO DEPARTMENTS: g 5 Building Division El Fire Prevention Planning Division El = C! Public Works El Structural Permit Coordinator ❑ Z H w DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7-16 -02 2 M Complete ❑ Incomplete ❑ Not Applicable ❑ O N oI- Comments: = w w O Permit Center Use Only lil Z U (0 INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: — F=- Departments determined incomplete: Bldg ❑ Fire [=I Ping ❑ PW ❑ Staff Initials: O • Z TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: • APPROVALS OR CORRECTIONS: DUE DATE: 08-13-02 i Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: 7 DATE: Z Z • °� V Permit Center Use Only S s +!!► FY ,Q CORRECTION LETTER MAILED: t a Departments issued corrections: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials: Iii �fy S ` ry• }i2 +fJ .,, ■ Documents/routing " w ' � 2.28- 02 +t °r" • n , 'di's. .... ,i :tu•.,.. ,r. r ,' .., :.5.., .. ry,.. ^.t J, ,.t t .;t 1+.i`v :`.. «Y LS .•,Yn.:. r ia:.t3;..:tia:.4. �., . ..•.. r _ _. .. .. .. .. ,...,.,,,.......n, ..x E,,A JJx ew,'FtAmfa,0 %v, .. f I I -" V .Ci PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -198 DATE: 07 -12 -02 PROJECT NAME: MUSEUM OF FLIGHT - HANGAR DEVELOPMENT z a SITE ADDRESS: 8701 E. MARGINAL WAY SOUTH z • XX Original Plan Submittal Response to Incomplete Letter # UO Response to Correction Letter # Revision # After Permit Is Issued CO w w H NLL w O DEPARTMENTS: g Q 5 I Building Division ❑ Fire Prevention ❑ Planning Division = a Public Works W ❑ Structural ❑ Permit Coordinator Z H F- O ZH W DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7 -16-02 2 Q Complete Li Incomplete ❑ Not Applicable ❑ • N o H Comments: = W E- H �O Permit Center Use Only ti; Z INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: U = 0 I— • Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Z TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required • REVIEWER'S INITIALS: Of` DATE: 1 i IYI 0 , APPROVALS OR CORRECTIONS: DUE DATE: 08 -13-02 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: a } REVIEWER'S INITIALS: DATE: _.;,: , ' '±, � ,' Permit Center Use Only „ CORRECTION LETTER MAILED: �# & :a , ' , Departments issued corrections: Bldg ❑ Fire E] Ping ❑ PW ❑ Staff Initials: MikAili. ' 0'; Aagg Documents/routing slip.doc 2-28-02 � ; y c yK J ..\; :F < „ += •:,'sGd.', Sue. Ss ti F.. ,,..xaiP:uJa .4 +,u.:. Npvi,.aw ., . wwea -_ wwno _,( — — - _ , . - . 1, PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -198 DATE: 07 -12 -02 PROJECT NAME: MUSEUM OF FLIGHT -- HANGAR DEVELOPMENT z ,� z SITE ADDRESS: 8701 E. MARGINAL WAY SOUTH W u- WO 2 DEPARTMENTS: Q u) a ID Division ❑ Fire Prevention ❑ Planning Division z I—W Public Works Structural ❑ Permit Coordinator ❑ ? I Z WW DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7 -16-02 U CI N Complete ❑ Incomplete ❑ Not Applicable ❑ 0 - Comments: W W I- Lt. O Permit Center Use Only LLI U - INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: O H Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Z TUES/THURS ROUTING: Please Route 'g Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: Co( W DATE: Off_ , . j' S 'O • P. (r✓ '6i / . APPROVALS OR CORRECTIONS: DUE DATE: 08-13-02 Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: i C DATE: L (Z"" , 3. 't• "• s r, Permit Center Use Only LY CORRECTION LETTER MAILED: " Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff initials: » >. k, l+t 1. Y �iHsdP�y�*�1 Documentshouting slip.doc r.'�!'. 2.28.02 »` �h7� ..TJ1S - "" h!VM.RM..�.awv....,.... _.. ............. ,......... . .. ... ..... ......... , >., ..... .,., ........n.+..., ...._..., ...... ... ,.....,.. .c.l..:NN.I.N .. , , - i 't.G r LICENSE DETAIL INFORMATION Form Page 1 of 1 STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division . ' P. O. Box 44000 Olympia, WA 98504 -4000 3 1 i THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: I Q LICENSE DETAIL INFORMATION , . W 1 Current Filter: None 00 I Registration# or License SELLEC *372ND , N o Name SELLEN CONSTR CO INC Ill • = F- U) 1 Address PO BOX 9970 w 0 . Address City SEATTLE • D N State WA x w . Zip 98109 ? z� Phone Number 2066827770 LLI j Effective Date 8/20/1963 v 0 Expiration Date 6/1/2003 o H Registration Status ACTIVE = 0 Type CONSTRUCTION CONTRACTOR u- b _ z . Entity CORPORATION U N '. F- H Specialty Code GENERAL 0 • • Other Specialties z UBI Number 578006698 \ . * * *VIEW CROSS REFERENCE FILE FOR THIS LICENSE* * * I 'VIEW *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * . I 'VIEW *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * * . 'CHECK *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * 1 1, * * *VIEW CONTRACTOR INSURANCE INFORMATION * * * rtrx S t 1 New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or `' = ',. t return to the L &I Construction Compliance Home Page i . S six • • i ": t ia ' : [ 121, https : / /wws2.wa.gov /lni/bbip /TF2Form .asp ?License= SELLEC *372ND 09/27/2002 r s ....,........_ ,..ri.4bu,•,..m.�,. �. pus:{ r .:, i r , - -. . - - t. Cr �i ,,` g RECEIVED h �+a OCT 2 9 202 Consulting • Engineering • Testing COMMUNITY y DEVELOPMENT I Z October 25, 2002 ~ z File No. 712 -10303 W ■ I Building Inspections -I p j City of Tukwila Building Department N 0 y 6300 Southcenter Boulevard, Suite 100 w = Tukwila, WA 98188 N � tu 1 Subject: Project Name Lot 14 Redevelopment (KCIA T- Hanger) g Q ' . Project Address 8701 East Marginal Way South, Bldg. 2 W Permit No. D02- 0198 1t ( H w 1/ Z = We have completed the requested special inspections on the subject project. Our final report, dated . O October 25, 2002, is numbered FR30569. w w 2 m WORK INSPECTED , N_ o1-- Soil compaction = w � Reinforced concrete placement i— H 1 Bolts in concrete u' z Ep anchor installation w co Structural steel erection r.: _ , Structural steel welding z ~ • High strength bolting . j To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and related codes, and/or verbal or written instructions from the Engineer of Record. .. { Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC. e J. 'VV. s-C( Y:_. : : : Scott I ao 4s, PE `" ? Project Engineer, Construction Services Department ,i"" _" 1a t• yt`•ri y , L �� cc: King Co. c/o KPFF, Mien Const. 1 . A i D 0 DO a • # f: , f4 . IIIJOni /a /70ii t o Build On 6,47';,:7-,i, 4! Professional Service Industries, Inc. • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282 -0666 • Fax 206/282 -0710 lj . - ,- , • f' Particle Size Distribution Report ' _- -- , - ,- . - - / ■ . • ,,aw... . . ■ Particle Size Distribution Report • Project: King County Airport Lot 14 Redevelopment Project No.: 712 -10303 ' z Client: King County Dept. of Construction & Facilities Ma , 1 IH Z �w ' ! ( ' ( , • . . - ..:' • 00....., • Particle Size Distribution Report • Project: King County Airport Lot 14 Redevelopment Project No.: 712 -10303 ' z Client: King County Dept of Construction & Facilities Ma .. = H j- w re 2 • • . • - - _ -' . . COMPACTION TEST REPORT 146' i i • I , _. -.i I I ! . 1 I I L � I 1 142 i i i { i i ! ! ; I i I i Q • I I i i ! I I I , ! I I i ( i , Z , ILI . 4 i i I i 1 1 ! j. -._.._ J V 1 I I, i 0 0 I .. I . .. - - I I I ; . ?...._ .... - -. __- __.__ .. _ . (n ? I i. I I I i ? I i i I I i.. ., i. t , ; I I . j i i i I - . _.. J I_ i I i ■ I I , , 138 I i I i j I i i • 1 i W u. ii i 0 i l i 1 i i i 1 , i i I i . i ... I _. • f.._ 0. >; i l l I I c I I i i i i i u. I t ( I ILI Q I I i i � j ' _ — Z F- 134 . 1 i I I 1 ' I— 0 L 1 ? j i - -, - -I — W W ._.. !.. .. i ... . j ...i L ____4__J 1_ O N ' I i i i .i I I I j , 1 i i I i I ! I 0 I" I 130 1 i i - , I ! I I! T I•� I- c t j _._I ,_.._.;.__.._;_. _.. - _..;..__.. _..j_ ._ — r .. .. 1 .. ! .. ._ _... r .. — — - -� -- i — _ _ . . O , t ' I I .. _ i _._ _L. _ _ ZAV , i- ... _; or j i Z i ( ' i ! I . 1 ' ..i I 1 i 1 ... I I 1 2.8 126 i i , i 2 4 6 8 10 12 14 Water content, % Tast specification: ASTM D 1557 -91 Procedure C Modified . Oversize correction applied to each point , ' Elev/ Classification Nat. % > % < - • - Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 • GW -GM 2.7 3.0 6.8 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION -...* , Crushed Rock, Maximum dry density = 139.2 pcf 138.4 pcf ,l, gin r� Optimum moisture = 7.9 % 8.1 % n iltk l igl wok Project No. 712 -10303 Client: King County Dept. of Construction & Facilities Ma Remarks: F ' x s1 -� Project: King County Airport Lot t4 Redevelopment See FR 30731 on 10-7-02 �.a• ' P by �. Sampled b C. McBride 10 -7 -02 y g''- • Location: On site, west of Hangar #2 Tested by Y. Shprits 0 -7 -02 ,. r:, �tk. Checked by J. Baas al+Y., '"!'dy� Y7 COMPACTION TEST REPORT ��, w� v, ; 4 PROFESSIONAL SERVICE INDUSTRIES Plate '' Mgerlqii) t ': ��1�4AN3kW .#1 vfitzu.SYT!'***VtV , Lad,C d` W1ert,IVJO74+gIWMWt'M5r•!: Via• »r+•wmyt.t.ti ,�rnr..i., r.,....,,. ^ .. ...... . . .. .. .. .-. • ,. ..•,... r. --- "N :..,. _._... .. "C ■ , , -- - v �/ . -`,• •..... • Particle Size Distribution Report • Project: King County Airport Lot 14 Redevelopment Project No.: 712 -10303 z Client: King County Dept. of Construction & Facilities Ma , = H . •F- z. ce 2 Sample No: FR 30731 on 10- 7- 82surce of Sample: IMPORT Date: 10 -12 -02 6 v Location: On site, west of Hangar #2 Elev. /Depth: U 0 co C S. WI C . . C ? C C O O .9 O 0 O v O • N W • . a r , iV .- ri C n Z u u u $ kg a u u J 100 ( ; ! °, i ■ i ' I . L' 'ir III! ! ' ' i ( ' i I I , I 1 i I i. Pali ,canon: Batt a Me r ,. - minus, op_ ourga CO LL, ! 1 ii i 1 ! i i, , II i ! I I , It I i 90 -- - _.;._.- I 1 -i i' i 1 y . i. ,. � . 1 . I I! 1 i ,i . 1 ,1 I , 1 . • it id I . Y W ' 1 r I I i I ; 1 l i :; :1\1! ' I; I ( I I iI I I I 'I I.' ,I . 1 1 g , I,, I {� i ' ! ' i i 1 ..i' 1 .i 1 . _ 1 .. .Ii tH L 11 ill I I I I- III ! ( I ' I ' 1 ... I_.. .._ ._� `... - -- -- - - - - -- Z f- 1- 50 l ! I I I, i 1 1! , -. 1 _. 1'# 1 \ ' � I 1 ' .1 1 1 . ! ,I I; I I , ! , i' , i I .i .,. i j- � '11, ' I ,: i ' ' iI i . '• ` i 1_._ . .__- .i .-•- - W , j I i t , ; i I ,• 1 . i .\ i ! • i , ;; 1 , � i 1 i V 40 - L..-- --- L._..._. t ; I .1.' ' • i'I (I.! I'. I -... �!' j..(_.I_ ' • ' I... i I - _. _._ �. I 1 W W I I I ! � � CL , 1,v; + 11 I i • 01, I I. i Ii i ; ,.1. 1 . , 0 ,: :, j. _. ii i. I 1, II! t ' ((;I i I.l .� I IIII 0w Q. 11 �.. jr t' I i ,I t 1 � .,. i ( _. _ .. _- _ 30 I .I. , 1 -1--t--.1..! I f ; i� !, I,1 (i I i. ., I i i � 1 ■ 1 F- _ f! ,; � I ' 1 iii ' 20 ..} ..- -I . ;-- ....I,. - „ ....!--+ . - ... .1,; ; 1 i -.� .....I- - - ' 4i I . ; i:: ', a - i i - - I - ► - - -- - - �, I I I w 1 r ; E ; 1 � � - I I i I,i�l - , ' ;� I - , •i ! ' lit i I t , , � i,1 1 ! (. I Il ` ,; , i . +t I O . , , , t I 0 I ! 1 • ! ■ ` ''• I ' i ii 'I ' I !' 1 W .,1 I I , I N. 500 100 10 1 0.1 0.01 0.001 - - ! GRAIN SIZE - mm I • % C ',, /:`!EL % SAND % FINES Z %+ 3„ CRS. r FINE CRS. MEDIUM FINE SILT I CLAY ' 0.0 3.0 43.9 17.4 18.6 10.3 6.8 SIEVE PERCENT SPEC. PASS? Soil Description SIZE FINER PERCENT (X =NO) Crushed Rock. ' 1.25 in. 100.0 ' 3/4 in. 97.0 • 5/8 in. 96.1 100.0 - 100.0 X 1/2 in. 90.8 Atterberg Limits 1/4 #4 63.1 5 5.(1 - 75.0 PL= LL= P1= #40 17.9 8 .0 - 24.0 #100 Coefficients #200 6.8 0.0 - 10.0 D85= 10.9 D60= 6.11 D50= 4.16 . _ D30= 1.38 D15= 0.328 D10= 0.153 C 39.98 C 2.03 ' 1 �h��x, , jkr + Classification �' ' ''' USCS= GW -GM AASHTO= : x. Remarks * y :; ` � 1 See FR 30731 on 10 -702 s . t• x Sampled by C. McBride 10 -7 -02 s • • Tested by Y. Shprits 10 -12 -02 1 ' , 1 ''4' Seattle Typal, 5 /8minus, TopCours„ Plate , ,i .t.5..,, 70. t NA : . '. .. <. .. _ FI' w . '. �1 .v. •ivy d .." 2. e: t4f 4G .:u.•_r..1..Ya' ... -. .. . .... .............. •... .. .. ...,... ..........,. ..,.. t.,,..,r...,,j. . ry ..ew,.,.•,. • I i �� --1 1 • - } +fi Particle Size Distribution Report • Project: King County Airport Lot 14 Redevelopment Project No.: 712 -10303 z Client: King County Dept:. of Construction & Facilities Ma F. W Sample No: FR 31054, #2 on leryaufa of Sample: IMPORT Date: 10 -12 -02 tali Location: On site Elev. /Depth: U 0 co c tow c c c ``' .f. ^ S S c 8 - J= c ,- •- - • .I e t x o .! Z ' to Z' st '-' *a 100 , l ( r 0 LL 90 ' ; ! ' Id ; ? i I 1,.�. I . I f �.- ...... _ 1 .0 80 1 ' I i • . ,, I , i 1 i ; i , � I , :;.. I .; i . ( I Hi , i..i .�..... __.____ -_ -- --- ._..._ J I i 1 • i • c C 70 ! i - ! I : �' \} I ; ' • I " • .I i._ �_ ..... _......... - - a LU I • I I I ill 1U I If, i I I '. ! I , , • I I I I I W Z II ' I I i I I I ••� l E. 60 ! . i, : ! I I II ,i i . II i i I ! ! ' ' 1 1. I I . . i _... - -_ ._._ -_ -- - .•_ Z I- :1 I-- O 50 i l !. ! l._.l_ H iLu � I I -_I 40 I I 1 W a ;; I i 1 11 I I N 30 . . ; 1 Ii 11- - -•_• - ' -_" --' 1.------ 0 (- i !i 1 ill i I - I - ; I I W ' I, 'i� i f t 1 - • Ti V 10 .1... ! .._ i 1- -1- �._ _ _ _ rz 0 ' 1 . ... ;.. I I . I . I • .I ! ' 1, I • I.1 i 1 • ! I I I! I I I I Li; z 500 1 100 10 1 0.1 0.01 0.001 U N 01- GRAIN SIZE - mm I % + 3" % G_5•AVEL % SAND % FINES Z CRS. I FINE CRS. MEDIUM FINE SILT 1 CLAY . _ 0.0 0.0 1 43.5 18.9 20.0 1 1.7 5.9 SIEVE PERCENT SPEC. PASS? Soil Description 1. • SIZE FINER PERCENT (X =NO) Asphalt class B • • 3/4 in. 100.0 100.0 • 100.0 Rice Value- 155.35, Oil Content -6.02% ' 1/2 in. 93.2 90.0. 100.0 3/8 in. 80.0 75.i; - 90.0 • #4 56.5 46.0 • 66.0 #10 37.6 30. ..i • 42.0 Atterberq Limits #40 17.6 11.0 24.0 PL= LL= P1= #200 5.9 3.0 - 7.0 Coefficients D85= 10.6 D60= 5.43 D50= 3.64 030= 1.26 D15= 0.311 D 0.151 • _,...,: C 35.94 C 1.93 7 i ?, Classification ' e �' h 4'' ; vFf F USCS= SW -SM AASHTO= 4-, w Remarks `� .;, See FR 31054 on 10 -7 -02 .� Sampled by C. McBride 10 -7 -02 1-. Tested by Y. Shprits 10 -12 -02 "'` * WSDO'r Class 13 Plate 1 wii,414 {'( ! ‘r , Do j,• igg a• ayty %� . .. s ,.... ",,...., �...".: •..•:... +n:� u4bR;+Y;.!%M. SttSU /47aNf l 1 I - --- - - fir • • % Particle Size Distribution Report • Project: King County Ai.•pott Lot 14 Redevelopment Project No.: 712 -10303 z Client: King County Dept. of Construction & Facilities Ma + 1 H' Sample No: FR 31054, #1 onl06at(}ie of Sample: IMPORT Date: 10 -12 -02 6 v Location: On site Elev. /Depth: U 0 N p A W i e c . e -, m 0 0 0 0 0 °0 a 00 J • to el N .- A X » ; a i u �. 100;i I 1 ' 1 j 1 I 1 I I I I I 11 1I 1- : :. - -- eu canon; _! _ asse _ en t I 1•. :1 1 : 1 i 1 ' I I1 I I I I f I I ! I O 90 -1 I I i. �, I • \ � I � 1i1: 1 I ' 'I � I I i I; , I ! - ' • ! I !;1 1 f . . i: 1 , . 1, I j i 11 { il .. . t - - i ll. �...__ ........ I- -- ..._ d . I i I I � - - f i__" W i i L. 1 1 I 1 1 n I I • r , 1 1 1 ! ; !lI i I II I . I 11. !• 1 1 I 80 -• 1 ' - - 1 . 1 ;Hi , r . I 1. . t ' 1, ` ; 1 I i I ; Li. I I 1 .1: I: - [:• i g J { ! I f; 4 ■ I 1. 1 � 1\ i1 ( I I (.. _.. .I I, '; 1 1 I � ' 1• I It 1 I I I , 70 - i- .I : I • 1. : : . l_: . ±._. I 1 . . ... :. . ... .:. 1 ! (I I , � j N //yy w I • 1 . : 1 11 111 1 11, I !III I ( l- I F__. - - - _. _ _ 1. _. ..... 1 1 1. I 1_ .1'. i ' t Z I- 60 ; � 1 II \ .. 1 . ..I_.. 1 i ! 1Ik • . 1 1 _ '- -- ---- -- (II l� • LL' I I 1 I 1 i I f 1 I' i s 1 : II �` 1 1. 1 1 :I 1 I I I ! I I i- L o 1 i f. 1 1 • i I \ I I 1 I 1 1 1 1 1 1 I 1 1 1 Z f 50 Z I . I I 7 III at +. . i . _ ..� . i !"-;'\--1-- _I f - i ' 1 '11 I I t 11 ' , ... _ F- ..-'--- ---.._ W I W U I I 1 I I1!I . , •1 140 ! l 1 1 11 111 I I l i. ,I I j ' 1 j I. i1thr'f I ,I ( I :: . I 1 I (I j I I t 30 1 I 1 " 1 !' I 1 : "1 I 1 1 � 11 I 1 , '; 1111 I I I ' - - I I II 1 II i i •. : . ■ I. 1 . 1 , 1 ._. .�.- ._I-_.___ -_ .,.- L ....«._---- ..__ --. -.- Q I I I t I' , II 1 ; II 1 . 1 0 1 1 , ,. .. 1 , I , II 1 1 . . 1 1 111 i-..,.._ i 1 t . 1 ; 1 I 11; I. .I ; :;. ; i , i 11 1 _ LI W w 20 -I .- .....1_., 1 I 11. 1 , .:. .ii .• 1.,. 1 .1 . .1 j .I I .. .. . - - 1 _i_.. -- - '- ' -- I- (. 1 1 I , I , t H i ; I I I _ i ,.. • . - _ _ -- � - .__ ._...... - • - o 1 0 -- ... .. • 1 1• 1 : I 11 1 1...1 11 . .I. I I • 1 I l . 11 ..1 1 .. 0 1 1 , 1 11 : 1 i 1 .. 1 1 ' 1!1 I I I I ! i I I 1 I ' ! 1 ' I I I ' I ! I W I I . 11��,1 ( I N 1 500 100 10 1 0.1 0.01 0.001 - - GRAIN SIZE - mm 0 I- a�c + 3 „ % GRAVEL % SAND • % FINES Z ! ' CRS. FINE CRS. MEDIUM ' FINE SILT I CLAY • 0.0 0.0 38.5 19.9 23.3 11.9 6.4 _ SIEVE PERCENT SPEC." PASS? Soil Description 1 SIZE FINER PERCENT X =N0 ( 1 Asphalt class B ' 3/4 in. 100.0 100.0 - 100.0 Rice Value - 155.22, Oil Content -5.73% , ` 1/2 in. 96.5 90.0 - 100.0 3/8 in. 84.7 75.0 - 90.0 #4 61.5 46.0 -66.0 #10 41.6 30.0 • 42.0 Atterberq Limits • #40 18.3 11.0 24.0 PL= LL= P1= #200 6.4 3.C' - 7.0 Coefficients ! D85= 9.60 D60= 4.50 050= 3.00 -. - D30= 1.03 D15= 0.300 D10= 0.147 C 30.54 C 1.62 - '�3/4 j Classification "�t 1 . USCS= SW -SM AASHTO= • .i Remarks r4;,,„ - . < t. ,4 See FR 31054 on 10 -7 -02 , ° c 0 Sampled by C. McBride 10- 7 -02 - _ Tested by Y. Shprits 10 -12 -02 F ' ` v ' � { * WSDOT Class B Plate a�l t DO?.... r4•4 h,,:et. ` :! .. ... t,. , +r;.. ; y. ,uas "uh:,i•Aac,u du.tity,:�a::! R. r" .,.'+Y.re +qL ^A4.0 a+acS3.....�.0 .. +M`�ca;ce^flwtM,tM ♦'t 1 . r -- - - _ - � '` , Z 1-- Z 6 Jo 00 (I) 0 CD w J f u) LL W O 2 J LL Q N Z I— W Z� l— 0 Z 1— In Ili O CO O h— • ♦ yl ,,..,�tt,,. 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K Count pas ,. was reviewed car gems' oogorttasoe with die to0ori� 1 � •±b .• 3 , ' 'a Intematlo•nal Alrport L � X, `_:r 2i Pso+nsias d die Miami Budding Cade I • ❑ Noss- s:.'xter..: Pre isiocs of the Uniform Btuldet Code ❑ wi : a Da.i`r -1'tx Regulations (Claps 51 - RAC) 0 Y:c_'. :s;tan State Ea:r;y Code (aver 51 -11 WAC) - - The reajm s ,'+•cal ts raMnik be u�raaa•cs titi al �Q4c d m a11S es. fiar r of Pal. d. pencil resw:rr..t la pied to tt,c •a9•reseuts esi wxrrmRr..atl a1 tale peermei s9lerit1 -'This as- �:es 1• .7e.!.:ee td- ',thew r2 riper of Reer:d of tie rem mils) for a e•splrs drop ( . - - . ; .::a.:_su trill t`-a s +, •: me raver*, j. ,s awa �• tie 1 o Week.sita - • - - I n , Y ► i i.) Dale C t• 6.0 L „` . apprcveo -. �° °6• �� LEGAL DESCRIPTION — —,--. — — — s +- - • ' G - COPY . . ' ' ip_ : ' LOT 14 `ill_ C; I .'� a , . urd erstan�? �h 1 at r! c ;:-'ale: Check approvals are i �" -` r � King County International Airport/Boeing Field 1y � r .�_ RP •. i That portion of King County International Airport (Boeing Field in Section 33, Township 24 North, Range 4 East, W.M., conveyed to the r.: _ and - _ 1 S EP lRA • .. : - PERMIT ---.. _ — __._._..._. __—_.. _-- -:--- ._ ... __ - b..44 II. P 9 Y P ( 9 ) P 9 Y ub;e ar�ro.al o f o _ .t J" ��Sa C . - . orromUMrr : • • . ' : \ tr ' i toes lot asst^ ;ze'',a , : :a- :.,:a of an I ;Jlt t=:� FOR: , , B oe i ng C ompa ny b Kin C oun t y b l ease N o. 11 (1965) 2A (1963) and 28 (1994) described as follows: y • Puget T Lake .9 '2 _ I • 1 P` crdtnar :- ,�i t con fie ' ad code or ere.., c, _SNAP I CAL A .,'.9L : .actor's capy e i rs a:.k::owleti� Sound j = Washington 7 � \, � n n g \ - KING COUNTY °- `... Beginning at at Concrete Monumnet designated as Monument D and having a U.S. Coost and Geodetic Surrey Coordinate of P 1V EC T RtCAL 1 � - . . INTERNATIONAL • . �- € j Harbo { V \. -AIRPORTS • •.y9 X= 1,637,871.14, Y= 195,351.46; Thence south 72'48'1 west 229.73 feet to a point 425 feet southwesterly of, measured at right l 16 U'IABING BOEING F7[`L O\ ..-"H„._ ' ',. -; , 45 n west 24.34 feet; By 'Z. Harbor '\- '• `Terminal angles to, the centerline of the main runway of said airport and the true point of beginning. Thence scuth 67'27 °' "° "'�� ° ' ' . le AS P :PING t�>and : Seattle „ ..,__ . • • '.Campus Thence south 28 42 05 east and parallel with the centerline of said main runway, a distance of 488.61 feet; Thence south 61'17 55 , < <� • ,! ,_ t . n ., ..a*� a %-'.,___ CITY TU'4WILA ?t , , west 77.66 feet; Thence south 28'42'05" east 61.69 feet; Thence north 61'17 55 east 77.66 feet; Thence south 28'4 ?. 05 east 146.39 I , L 3 DIVISION :I ..- f - _ :, t '. _, - . X. " Permit N ,� - n o. f ig I I \ : � . - feet; Thence south 67'27 45 west running parallel to and 60 feet northweesterly of measured at right angles, to the centerline of an �� BU • West � - - 1 x - 49 , . , -'' : .. \ access taxiway a distance of 375.10 feet to the northeasterly margin of East Marginal Way South; Thence north 22'32'06" west along Seattle : 1 ! - ,. ti : , 'e. `�l - - said northeasterly margin 257.46 feet; T hence north 67'27 54 east at right angles to said northeasterly margin, 149,00 feet; Thence King County J it �� L �,�� Y 9 9 9 Y 9 L .tit : ;� , n . „ : In _ � O • .49)._ �,� 5 north 22'32 06 west, parallel with said northeasterly margin, 259.00 feet; Thence south 6727 54 west , 149.00 feet to said __ co `� f r.�,:.� \ Airport s ��+ • margin; Thence north 2Z32'06" t wes ao said margin, 590.69 feet' Thence north 27 east at right angles to said northeasterly � t ' ` °` ' ��;� Mercer 9� ` �� ' :. • �. ! Y 9 t, along th 67 9 „ i l t g g , `ti ` i `' I k ! Island y marg 26 2.86 feet: Thence south 28'42'05" east 381.58 feet; Thence south 53'06'55" east 40.78 feet _o the true point of beginning. ' __.- • i , . -: ' � i s . 9� l \ \\ �� \ 9 � Containing an area of 309 square feet ±7.095 Acres more or Tess, ; 7: t • pm- `� S ITE . -, \ `: , Subject to a 10 foot easement for sewer, said easement being parallel to the easterly margin of Marginal Way South and lyin easterl �;` C + - ' LOCATION `i . , and adjacent thereto. RctD �+1 _..- White Center % '. - ' 1 9 0. „ - .' - `,` ;�'' Situated in the City of Tukwila, County of King, State of Washington. . REVISIONS -�..1,.,..,........ s t :� s I! `� ` �'�� ; o t • . . ! O' CHANGES SHA - 0 4 ` © -, -9 t: ."4.3., -- - C 'i..., - -.,; BE NIAL�E TO ;..� u'• `k.: „,11LA 6'JIL0-• 0i • ' �� Z'� tw'i7=: REVISIO,SS WILL PEOLkRE A NEW PLAN SUBIV �AL ' . \ ti .\ 1 BUILDING 14 -06 PROPERTY DESCRIPTION I - \ ; 2 : . N ` AND MAY LIIOE ADORgN1LL Puw REV1E>,rFEES. • Bu rien Tukwila ..•, - ' • � - • SeaTac l' �N. \ A tract of land situated in Section 33, Township 24 North, Range 4 East, W.M., described as follows: i } l Renton ` .. -:° Beginning at a point on the east margin of East Marginal Way, said point being north 23'41'03" west a distance of 351.24 feet along • `. said margin from the intersection of the south line of Henry Von Asselt Donation Land Claim No- 50 with the east margin of said East _ . ... __. ___;__. :._...__._... ,_ _. BOEING: s D ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 , , BOEI Marginal Way, as marked I- y a monument on the west boundary of Boeing Field, said point also being point of intersection of said --- • • `? ACC R O I D ' e mar in with thF shore line of the Duwamish River, as established b Commercial Waterwa District No, 1; Thence continuin C ISSUED FOR CONSTRUCTION PER ER#12 4/17/02 :.. : r,, easterly margin by Waterway continuing EXIT .•„ ER 10 " B ISSUED FOR PERMIT PER ` ` , t,� north 23'41'03 west along said east margin, a distance of 202.75 feet to the true point of beginning; Thence north 66' 1857 east at # 1/22/02 right angles to saki easterly margin, a distance of 149.00 feet; Thence north 23'41'03" west parallel to said easterly margin, a A ISSUED FOR BIOS PER ER #8 12/11/01 '' . distance of 259 feet to the northwesterly line of Parcel B of a tract of land conveyed to Friday, Inc., by deed recorded under MARK REVISIONS /SUBMISSIONS GATE • - recording 5286620; Thence south 66'18'57 " - west a distance of 149 feet to an intersection with the easterly margin of East Marginal • LOCATION VICINITY Way; Thence south 23'41'03" east along said easterly margin, a distance of 259 feet to the true point of beginning; Except any n THE AUS'T'IN • MAP MAP portion thereof lying northeasterly of n line 500 feet westerly of, as measured at right angles, and parallel with the centerline of the • COMPANY of Boeing Field; and except an portion thereof lying within the King County Airport bounds as described in Decree of CONSULTANTS• DE9IGNER9 •ENGINEER9•CONSTRUCTOR3 • main runway Y 9 P Y P Y 9 9 Y P boundary NORTHWEST REGION Scale : NONE Scale : NONE Appropriation recorded under Recording No. 5032254, and as conveyed to King County under deeds recorded under Recording Nos. 18000 INTERNATIONAL BLVD. SUITE too SEATTLE, WA. -4204 OQte8 5134399 and 5399334; 20847'4-8300 The parcel described above contains 38,591 square feet (0.89 acre), more or Tess. • CALL 48 HOURS Consulting Engineers PROJECT SUM MARY Situate in the City of Tukwila, County of King, State of Washington. 9 9 BEFORE YOU DIG 1201 Third Avenue, Suite 900 • t 8;24 Seattle, Washington 98101 o support the expansion of The Museum of Flight, this project shall include t e cons ruction of f• r new small aircraft (206) 622 -5822 Fox (206) 622 -8130 hangars (steel structure wi h t etal siding) on lot 14 at the King County International Airport. Toilet • ■ • : • . . o +� • ; ' • • :: , 1 angars as ins' • - • : , '. e •• - . • e• asp a o • • • • • • -. around hangars, new parking APPROVED 1 1:2) stalls provided on existing paving, and new landscaping provided at street front with modifications to existing curb cuts. x■ 9 AIRPORT MANAGER • Rick Renaud BUILDING USES AIRPORT ENGINEER EXISTING ZONING: Commercial. CODES: KING COUNTY INTERNATIONAL AIRPORT Uniform Building Code: 1997 BOEING FIELD SEATTLE, WASHINGTON • PROPOSED' BUILDING USE: Aircraft Hangar, Uniform Mechanical Code: 1997 awEO ts LOT 14 REDEVELOPMENT Uniform Fire Code: 1997 • EXISTING BUILDINGS ON THE SITE: . 101 1 q '02 • Removed under separate contract. WASHINGTON STATE ENERGY CODE: Prescriptive. �,� • COVER SHEET AREA AND OCCUPANT LOAD OF PROPOSED BUILDINGS: SPRINKLERS /FIRE ALARMS: Yes Hangar 1: Area = 11,040s.f., Occ. Load = 22 DESIGNED BY: PROJECT NO. , . Hangar 2: Area = 15,400s.f., Occ. Load = 30 . g = = CADD 01- 5769D1 Hangar 3: Area 22,750s.f., Occ. Load 45 ' C E `-' 3966 . Hangar 4: Area = 13,500s.f., Occ. Load = 28 -- ---- ---~'"- �� REGIST ED DRAWN BY: CAD FILE NO. ARgttl1 T TG 769G000.DWG U.B.C. OCCUPANCY GROUP AND TYPE OF CONSTRUCTION B 101. 6 2302 1 , I . 1 CHECKED BY: DRAWING NO. _ - . _._ _ - WSF FOR THE PROPOSED BUILDINGS: S -5, TYPE - II -N t ON 1 STEPHEN E. lU MID01 STA O r WASHINGTON DATE: -- 8 1,4 01 - u-000 - • SCALE: 0 SHOWN 22x34 TITLEBLOCK (1AUG01) t■ . 1 , SYMBOL INDICATION MATERIAL INDICATION ABBREVIATIONS DETAIL NUMBER e -� ABV. ABOVE I.D. INSIDE DIAMETER ACT ACOUSTIC CEIUNG TILE/ INSTALL INSTAL AT1ON SHT. SHOWN ON PANE. INSUL INSULATION • t i [ATT INSULATION AND ALT. AB�IKINISHED FLOOR ' INTERMED. INTERMEDIATE - ' • ' ' • I � && INSULATED PARTITION ALUM. ALUMINUM INT. INTERIOR DETAIL NUMBER DETAIL A.F.F. JOINT A -100 500 'r• :•;•;• ACOUST. ACOUSTICAL SHT. REFERRED FROM � -SHT. SHOWN ON RIGID INSULATIC N MAT LS MATERIALS ►r. ;: ;:tit :5 ■ATTEN" ATTENUATION IAAX. MAXIMUM MECHANICAL ASSY. ASSEMBLY ELEVATION LEI IER - M.B. MOLLY BOL 0 ELEVATION Ifl-1� MECH B TOCKING . ON UII EARTH BLKG. B M I BM" BEAM EZZ MEZZANINE BO BOTTOM MFR. MANUFACTURER • - ='' B.O. BOTTOM OP MIN. MINIMUM SECTION LETTER �':':';•:,• GRAVEL MO MASONRY OPENING - - slA SECTION • .•. t44 BTWN" BETWEEN • SHT. REFERRED FROM `1 - '�SHT. SHOWN ON BLDG. BUILDING METAL e ° CONCRETE CLG. CEIUNG LINE N.I.C. O# NOT IN , o • .' CONC. CONCRETE N.T.S. NOT TO SCALE DOOR COND. CONDITION • NUMBER O.D. OUTSIDE DIAMETER CONN. CONNECTION • / WOOD BLOCKING CONST. CONSTRUCTION O.H. OPPOSITE HAND ROOM # DOOR CONT. CONTINUOUS OP/ TO OPPOSITE 0 OUT • ROOM NAME & ROOM NAME ,�� STRUCTURAL STEEL CLR CALEAR OPNG OPENING CENTER ROOM NUMBER "OOM ;' C.O. CONCRETE OPENIN , PART N PARTITION C.S. CONCRETE SEALER PLYWD" PLYWOOD -- G �� WOOD CAB CAB INET PNL. PANEL 1r-, CALLOUT CONTR. CONTRACTOR PR. PAIR "; l 1 O _ ___ PLYWOOD DBL. DOUBLE DIAMETER PT PAINT 1 l± ' c _, �! E ^ <;� `D I 11 R PLATE `' �� s= c r - CALLOUT —� -- — D.O. DOOR OPENING PTS. POINTS j 1 A3 > DIM. DIMENSION LB./11 POUND REND hiIvDLE i ON, 1�1C.' c-�'� 1 ' 7:"? • FINISH WOOD DWG DRAWING R • RISER _ — D. F. DRINKING FOUNTAIN RB RESILIENT BASE ,�. CALLOUT DR. DOOR ';Z :. - — ........ . .. . . . ....... - -— DIA. DIAMETER REF. REFERENCE_R .ar ~ DLT. DETAIL REVD REQUIRED EA. EACH R.D. ROOF DRAIN EL. ELEVATION R.O. ROUGH OPENINC CALLOUT REV. . REVISE • Doa .... . .• •.•••••••• . • ELEV. ELEVATION RESIL. RESILIENT E.P. EPDXY PAINT REFL. REFLECTED E.W.C. ELECTRIC WATER COOLER RM ROOM CALLOUT ® EXIST. EXISTING SAN. SANITARY • EXP. EXPOSED STRUCTURE SCHED. SCHEDULE I REVISION LETTER ELEC. ELECTRICAL SHT. SHEET & REVSION CLOUD e. FA I FRESH AIR INTAKE SHWR SHOWER FC FABRIC COVERING SIM. SIMILAR • F.F. FACTORY FINISH STD. STANDARD 02 F D ISSUED OR PERMIT AND CONSTRUCTION PER ER 15 6 21 • FIN.FLR. FINISH FLOOR STL. STEEL # / / F.C.B. FACE OF BLOCK STRUCT. STRUCTURAL C ISSUED FCP CONSTRUCTION PER ER #12 4/17/02 r..O.C. FACE OF CONCRETE SUSP. SUSPENDED B ISSUED FOR ?ER PER ER 10 1/22/02 F.O.S. FACE OF STUDS S.S. STAINLESS STEEL A ISSUED FOR BIDS PER ER #8 2/11 /01 FT. FOOT S/S SERVICE SINK MARK REVISIONS /SUBMISSIONS DATE F.B. FLAT BAR SECT. SECTION FLR. FLOOR SPECS. SPECIFICATIONS LO THE AUSTIN FND. FOUNDATION T TREAD .COMPANY F.R. FIRE RATED TELE. TELEPHONE CONSULTANTS• DESIGNERS •ENaINEERS•CONSTRUCTORS GA GAUGE T.O.P. TOP OF PARAPET • GALV GALVANIZED T.O.S. TOP OF STEEL 1e000 Ixrruru REGION soo ! GRDRL GUARDRAIL SEATTLE WA WS GWB GYPSUM WALL BOARD T.O.W. TOW TOP OF WALL wvmheaustruaom • GYP. BD. GYPSUM BOARD • T S TUBE STEEL GL. GLASS /GLOSS T(P. TYPICAL U.B.C. UNIFORM BUILDING CODE CALL 48 HOURS illillii . H.C. HANDICAPPED U.O.N. UNLESS OTHERWISE NOTED c Consulting Engineers HDF HANDICAPPED DRINKING V.I.F. VERIFY IN FIELD BF.FORE YOU DIG 1201 Third Avenue, Suite 900 FOUNTAIN VCT VINYL COMPOSITION TILE HDR HEADER V.B. VAPOR BARRIER ` 1.8d0 -424 Seattle, Washington 98101 (206) 622 -5822 Fox (206) 622 -8130 HGT, HT HEIGHT VERT. VERTICAL HM HOLLOW METAL WD WOOD APPROVED . . . • . • • • HR. HOUR • WT • WEIGHT • AIRPORT MANAGER HWH HOT WATER HEATER W.F. WIDE FLANGE Rick Renaud HEWC HANDICAPPED ELECTRICAL W,R. WATER RESISTANT WATER COOLER W/ WITH AIRPORT ENGINEER • KING COUNTY INTERNATIONAL AIRPORT _ •. • . . . • • 0 BOEING FIELD SEATTLE, WASHINGTON • • LOT 14 REDEVELOPMENT RECEIVED CITY OF T.K. 1 2 Z002 LEGEND & ABBREVEATIONS PERMIT CENTER DESIGNED BY: PROJECT NO. 3966 CADD _ 01- 5769D1 REGISTER DRAWN BY: CAD FILE NO. to ARC c TGT 769G001.DWG �0 CHECKED BY: DRAWING N0. STEPHEN E. LUSK WSF STATE OF WASHINGTON DATE: 8/14/01 G -001 SCALE: 0 • ' SHOWN 22x34 TITLEBLOCK (1 AUG01) INDEX OF DRAWINGS GENERAL ARCHITECTURAL MECHANICAL © -� SHEET FILE J SHEET FILE -� SHEET FILE W SHEET TITLE REV DATE w SHEET TITLE REV • DA E W SHEET TITLE REV DATE NUMBER NAME L NUMBER NAME _�� NUMBER NAME © G -002 769G002.DWG INDEX OF DRAWINGS 4 D 6 21 02,© AS100 _ 769AS- 100.DWG ARCHITECTURAL SITE PLAN 1 D • 6 21 02 I MO 769MO.DWG SYMBOLS AND ABBREVIATIONS �MattAl. 4 17 02 © I 1 G -002 769G002.DWG INDEX OF DRAWINGS II D 21 02 © AE101 769AE- 101.DWG _ HANGAR ;1 FLOOR PLAN WQ 4 17 02 fl MH101 769MH101.IW HANGAR , 1 WA @IR PLAN A © G -002 769G002.DWG INDEX OF DRAWINGS 'Ri 6 21 02 J© AE 102 769AE -102 -DWG HANGAR ; 2 FLOOR PLAN .... . -1Q 6 21 02 MH 102 769MH102.DWG HANGAR ; 2 HVAC FLOOR PLAN �' D 6 21 02 I i� Lam - © AE103 769AE- 103.DWG HANGAR #3 FLOOR PLAN At4Q 4 17 02 El MH103 769MH103.DWG HANGAR '3 HVAC FLOOR PLAN u �� AE104 769AE- 104.DWG HAN AR :4 0IR P � � v � MH104 769MH104.DWG HANGAR #4 HVAC FLOOR PLAN 4 17 02 • _ ©AE201 769AE- 201.DWG HANGAR ; 1 ELEVATIONS D 4 17 02 M500 769M500.DWG DETAILS AND SECTIONS 4 17 02 • © AE202 _ 769AE- 202.DWG HANGAR ; 2 ELEVATIONS 1 D 6 21 02 _ M600 769M600.DWG MECHANICAL SCHEDULES 4 17 02 i CIVIL © AE203 _ 769AE- 203.DWG HANGAR 13 ELEVATIONS 1 D EFIIII MS w SHEET FILE ' REV AE204 769AE-204.DWG HANGAR 4 ELEVATIONS D 4/17/02 - (1- NUMBER NAME SHEET TITLE DATE AE301 769AE-301.DWG WALL SECTIONS I D 4 17 02 1 I - © AE302 769AE- 302.DWG WALL SECTIONS 1 D 6 21 02 I - N C -0.1 - LEGEND AND ABBREVIATIONS D 4 ®AE401 769AE- 401.DWG HANGAR ; . 1 ENLARGED & REFL. CLG PLANS a© 4 17 02 PLUMBING N C -0.2 - NOTES D 4/17/02 El AE402 769AE- 402.DWG HANGAR ; 2 ENLARGED & REFL CLG PLANS I D 6/21 02 - - N C -0.3 • _ - . CNIL INDEX PLAN 1 D 4/17/02 AE403 • 769AE- 403.DWG HANGAR ; 3 ENLARGED & REFL. CLG PLANS C 4 17 02 w SHEET FILE SHEET TITLE REV DATE - - N C -0.4 - CIVIL INDEX PLAN 2 D 4 17 02 ©AE4 769AE- 404.DWG HANGAR 4 EN LARGED & REFL. Cc NUMBER NAM E • © C -1.1 - TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN D 4 17 02. CLG PLANS �Q 4 17 02 ©AE600 769AE- 600.DWG ROOM FINISF. SCH. TLT. RM. PLAN ELEVS. 1 D 6 21 02 '© PL101 769PL101.DWG HANGAR #1 PLUMBING PLAN A �y , kVA. © C -1.2 - TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN D 4 17 02 © AE601 769AE- 601.DWG DOOR SCHEDULE DOOR DETAILS D 6 21 02 Y PL102 769PL102.DWG HANGAR 12 PLUMBING PLAN VW� 5 21 02 N C -1.3 , - TEMPORARY EROSION AND SEDIMENTATION CONTROL DETAILS D 4/17/02 N PL103 769PL103.DWG HANGAR 13 PLUMBING PLAN i m . I �iii.. J I l .- . _ . - N C -2.1 - DEMOUTION PLAN D 4/17/02 . � N PL104 769PL104.DWG HANGAR #4 PLUMBING PLAN 4 17 02 ; • N C -2.2 - DEMOLITION PLAN D 4/17/02 N P600 - 769P600.DWG PLUMBING SCHEDULES 4 17 02 I N C -2.3 - DEMOLITION PLAN D 4/17/02 LANDSCAPING FIRE PROTECTION r N C -2.4 - DEMOUTION PLAN D 4/17102 w SHEET FILE t 1 N C -2.5 - DEMOUTION PLAN D 4 17 02 IY NUMBER NAME SHEET TITLE REV DATE _ SHEET FILE w SHEET Til LE REV DATE C -3.1 - GRADING AND DRAINAGE PLAN D 4 17 02 a NUMBER NAME N 0101 - IRRIGATION PLAN C 4/17/02 • • C -3.2 - GRADING AND DRAINAGE PLAN D 4 17 02 © U102 - _ IRRIGATION DETAILS C 4 17 02 N FX101 769FX101.DWG HANGAR #1 FIRE PROTECTION FLUOR PLAN Y W,. E - • • 1 N C-3.3 GRADING AND DRAINAGE PLAN D 4 17 02 © LP101 PLANTING PLAN 1 C 4 17 02 Y FX102 769FX102.DWG HANGAR #2 FIRE PROTECTION rLOOR PLAN 1I 6 21 02 © C -3.4 - GRADING AND DRAINAGE PLAN D 4 17 02 El LP102 - PLANTING PLAN 2 C 4 17 02 N FX1 O3 769FX103.DWG HANGAR #3 FIRE PROTECTION FLOOR PLAN �� ___ ' ▪ N C -3.5 - • - GRADING AND DRAINAGE PLAN D 4 17 02 N LP103 PLANTING DETAILS C 4/17/02 N FX104 769FX104.DWG HANGAR ; 4 FIRE PROTECTION FLOOR PLAN 111115111 4 17 02 �{ • C -3. STORM DRAINAGE DETAILS D 4 17 02 11 1 J - © s I © C -3.7 - STORM DRAINAGE DETAILS D 4 17 02 " ELECTRICAL � 1 N C -3.8 - STORM DRAINAGE DETAILS D 4/17/02 R r; ; N C -3.9 - STORM DRAINAGE DETAILS D 4 17 02 w SHEET FILE , v f _ � - PLAN A C CC NUMBER NAME SHEET TITLE REV DATE © C 4.1 UTILITY P,AN D 4 17 02 t , -s © C -4.2 , - UTILITY PLAN D 4 17 02 B N E -1 769E1.DWG LEGEND ABBREVIATIONS & GENERAL NOTES Mill 4 17 02 I C -4.3 N EDS -100 769EDS100.DWG PARTIAL ELECTRICAL SITE DEMOLITION PLAN C 4/17/02 _ - UTILITY PLAN D 4/17/02 N EDS -101 769EDS101.DWG PARTIAL ELECTRICAL SITE DEMOLITION PLAN C 4/17/02 -ii : 471, = '5'' h_,'. C -4.4 - UTILITY PLAN D 4/17/02 N ES -100 769ES100.DWG PARTIAL ELECTRICAL SITE PLAN C 4/17/02 • C -4.5 - UTILITY DETAILS C 4 17 02 N ES -101 769ES101.DWG PARTIAL ELECTRICAL SITE PLAN A, C 4 17 02 © C -5.1 - PAVING AND HORIZONTAL CONTROL PLAN D 4 17 02 N EL -401 769EL401.DWG HANGAR #1 LIGHTING PLAN Vrd i �..�:». • © C -5.2 - PAVING AND HORIZONTAL CONTROL PLAN D 4 17 02 Y EL -402 769EL402.DWG HANGAR #2 LIGHTING PLAN 1 E 6 21 02 C -5.3 - PAVING AND HORIZONTAL CONTROL PLAN D 4/17/02 N EL -403 769EL403.DWG HANGAR 3 LIGHTING PLAN C 4/17/02 C -5.4 - PAVING AND HORIZONTAL CONTROL PLAN D 4 17 02 N EL -404 769EL404.DWG HANGAR 4 LIGHTING PLAN C 4/17/02 El N EP -401 769EP401.DWG HANGAR 1 POWER & AUXILIARY SYSTEMS PLAN C 4/17/02 © C -5.5 - _ PAVING AND HORIZONTAL CONTROL PLAN C 4 17/02 Y EP -402 769EP402.DWG HANGAR #2 POWER & AUXILIARY SYSTEMS PLAN E 6 21 02 1 N C -5.6 _ - PAVING DETAILS D 4 17 02 Y EP -403 769EP403.DWG HANGAR #3 POWER & AUXILIARY SYSTEMS PiANB 6 21 021 • • • N C -6.1 - - STRIPING, SIGNING AND SIGNAL MODIFICATION PLAN D 4/17 02 • • • •'- N EP -404 • 769EP404.DWG HANGAR #4 POWER & AUXILIARY SYSTEMS PLANIEMM rj�i' D ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 . N C -6.2 - STRIPING, SIGNING AND SIGNAL MODIFICATION PLAN C 4/17/02 IN E -601 769E601.DWG SINGLE UNE DIAGRAM C 4/17/02 C ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 N C -6.3 - STRIPING, SIGNING AND SIGNAL MODIFICATION PLAN C 4/17/02 Q B ISSUED FOR r'ERMIT PER ER #10 1/22/02 N C -6.4 - STRIPING, SIGNING AND SIGNAL MODIFICATION PLAN C 4/17/02 A ISSUED FOR BIDS PER ER #8 12_/11/01 N1 C -6.5 - STRIPING, SIGNING AND SIGNAL MOD. DETAILS C 4/17/02 A M ARK REVISIONS /SUBMISSIONS ` DATE • STRUCTURAL Q a `THE AUSTIN • COMPANY J SHEET FILE CONSlILTANTE • OEStGNGINEER9 • CONSTRUCTORS NUMBER NAME • SHEET TITLE REV DATE NORTHWEST FtEGION 16000 INTERNATIONAL BLVD, BUTTE 900 SEATTLE. WA. 06168.4404 N S -100 - HANGARS #1, 2, 3, & 4 STRUCTURAL NOTES C 4 17 02 w, • N S -101 - HANGAR 1 FOUNDATION PLAN, SECTIONS AND DETAILS C 4 17 02 wwvaina N S -102 - l.. •I- •, :• _ Tit _....` 0� • • \:II::::: Doa,..... 1 S--201 - I HANGAR 2 FOUNDATION - P •. , SECTIONS AND DETAILS D 6 21 0 CALL 48 HOURS 1 © Ma I A Consultin En ineers • 8 0 5 -202 - - -- DELETED - -- 9 9 • S -203 - I - -- DELETED - -- - YOU DIG 1201 Third Avenue, Suite 900 S -204 - - -- DELETED - -- • .. Seattle, Washington 98101 S -205 - - -- DELETED - -- 18002 J (206) 622 -5822 Fah (206) 622 -8130 0 - 0 S -206 - k - - -DE ET APPROVED © S -301 - HANGAR 3 FOUNDATION PLAN, SECTIONS AND DETAILS C 4/17/02 AIRPORT MANAGER . S -302 - HANGAR 3 FOUNDATION SECTIONS C 4/17/02 . . Rick Renaud . -401 - HANGAR 4 FOUNDATION PLAN AND DETAILS C 4/17/02 AIRPORT ENGINEER ' S -402 - HANGAR 4 FOUNDATION SECTIONS C 4/17/02 N i S -501 - HANGARS #1, 2, 3, & 4 COMMON DETAILS C 4/17/02 • . KING COUNTY INTERNATIONAL AIRPORT • BOEING FIELD SEATTLE, WASHINGTON LOT 14 REDEVELOPMENT • RECEIVED INDEX OF DRAWINGS CITY OF TUKWILA • JUL1 22002 - DESIGNED BY: PROJECT NO. • PERMIT CENTER CADD 01 5769D1 . 3966 DRAWN BY: CAD FILE NO. REGI .RED TGT 769G002.DWG As, CHECKED BY: DRAWING N0. ' 4 WSF STEPHEN E 1 N DATE: . . .. . .. . ... , . STATE OF WASHINGTON 8/14/01 - 002 ' SCALE: 0 SHOWN 22x34 TITLEBLOCK (1 AUG01) 4 1 M + 0 _ . c ((;; ® T @� 3 6 ® ®322'-03/4®Q 0 ® 13 i4 15 16l i7 i8 , . 1 36' -10' 361-5" ' 1 LJ " ( SEE DRANING S -5O1 c ► 3 3 ` S -201 ;*E ► FOR JOINT DETAILS o S - 201 f �- B OLT LINE W : NOTES: 0 ICI j SW 1 1 . , ,..- I _ } 1. SLAB CONTROL JOINTS (CLJ) MAY BE C1ANGED TO cp• 2 ` - - - - -- - t - ` - - - - � -- - -- -- - - -- - - -- - t - - -. - -' -- - - - - - -- - - - -� =_ - - I -'----t- CONSTRUCTION JOINTS AS NECESSARY TC ACCOMODATE T -� I 1 ` r _�� SLAB PLACEMENT. L ,. S -201 �--� —3 - .. I � _ 0 ' A - ' -� U , , - '� �, _ - ; 2. THE DIMENSIONS FROM OUTSIDE BOLT LINES TO `�I ` ; \ ► —" - -� - - - - � 1 ° (..) ! I i...) p GRID • o I �., I ; �FF- +15.75' / i� _ 1 ' SIN PROPER THE ° 8.5, -_ - - II - - - , > as - PLACEMENT OF THE BUILDING FRAMES. .4./ co . `- r- i C. 1 ••(,- I -,j____ � 11 ' - 0 " o �` 0 1 I C; oot • - J` , • _ • • ..-1.1_. S" THICK SLAB �;, - - _ _ 1 ' 3. IT IS THE COVRACTOP,S RESPONSIBIUT`; TO VERIFY THAT A S 201 , I = I THE ANCHOR BOLT LOCATIONS AND DETAILS ARE IN of / I I W/ 14 0 12 E TYP 41 o I I t- I C ..../ _. , –� - °' `` � I CONFOPMAN;,E WITH THE SUN BUILDING SYSTEMS _ � _ lir jj '.:4-'1 4 - - -- -- -- - - - - -- i � - -- -- - , I t -� DRAWINGS. Co • . FLOOR DRAIN I `f' "' " ` — SlM .....11 > I ± EL= +15.60 (TYP) m , / 3 36'-5" 36'-1011 S -201 • - ni 171_D 3 8t1 I i n / • 1 • / • / » 1 • r • 1 • 1 » / 22'-0" 16'-0" 22 16'-0" 22'-0" 16 22 16'-0" j . 22 16'-0" 22'-0" 16 -0 22'-0" 16'-0" 22'-0" 17 3/8 w I ` I I! 1 1 • �_ ` OUTSIDE BOLT LINE 1 (SEE NOTE 2) FOUNDATION PLAN 1/16"=V-O" ,- 00 . 20' -10" TO GRID B.5 A D 20' -10" TO GRID B.5 _'-_', 1 0 HOLD THIS DIMENSION 18 2 - #4 TIES f l - 6" _ 3' -2 _ 4" (HOLD THIS DIMENSION) `� r 3 1_ 2 »� ( ) / n 1 ' j 2t —On _ . p 12 OC 1 L �. " t • t FY " 4 ® 12" OC 1 ' - #4 - - _ - 3/4;b - A.BS. I ; 4 ®12" » » 1 # » i -1 i �, 1 - #4 n 1 3/4 0 x 1 _3 A.B S. 1_ #4 " # ®12 3/4 "O x 1' -3 A.B'S. i ' , - . . to � _ 5 1/2 1 -4 _ I N 5 1/2 Z'_0" 1/ i _ " 1 ____I_ #3 ®12" OC � ; 4 I l ( .--- -- 4 ‘ ®12" OC � c::;, >— — - ► ^ N �, EA WAY TYP # ®12" OC I I # ®12" OC LAE! 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"' — S 1 1 ---) � - 1 6 0 ° n M L ° o 0 0 J # 7 LL `" � - ° °• ( #-4 @ 1�2- „ ° 4' -4" - o (-> 4' -4" D ISSUED FAR PERMIT AND CONSTRUCTION PER ER #15 6/21 /02 W (V / \ \ /\ /� LJ ° • " . ° V ° y ' ° o � ° � I C ISSUED FOR ONSTRUCTION PER ER#12 4/17/02 6 ISSUED FOR PE MIT PER ER #10 1/22/02 0 12 %, /� \ /� " 12 o a " �"-- 12 A ISSUED FOR BIDS PER ER #8 12/11/01 ► F,1-* - r , MARK REVISIONS /SUBMISSIONS DATE o : a THE AUSTIN ® COMPANY SECTION AT ENDS 1" =1' -o" I A SECTION - TYP AT EDGES 1 " =1' -o" I B SECTION - TYP AT EDGES 1 ° = C CONSULTANTS• 0E SIONERB•ENOINEERS•CONBTRUCTORB NORTHWEST REGION 18000 INTERNATIONAL BLVt' SUITE 300 SEATTLE. WA 98188-4204 206 -874 -8300 vow l haeutithcom �, 1 18� 18 GRID �� 0 1 CALL 48 HOURS I Consorting Engineers a- 00 - sw . __ 2" _ BEFORE YOU DIG ' 1201 Third Avenue, Suite 900 /-------, 2" 1- 800-424 — 555 Seattle, Washington 98101 A ' SW FOUNDATION IAA 1 2' EA N — �- _ 1 �2 _ r 7 `� \ EDGE OF AY -TYP 3/4 0 x 1 - A.B S. � _ (206) -�._ 58- F, (� 06) C._ 2-8130 Q n, EDGE OF FOUNDATION _ — - U t + APPROVED �J FOUNDATION 1 AIRPORT MANAGER c >. < . / Z = + 1 -- — ,x m I �l Rick Renaud O .- ( N o.noo ^ o I °^ u° . °, 1 _ — AIRPORT ENGINEER = Y I 1 In ( 1 — N 2 _ 1 2" _ 1 `'' 1 1 7 KING COUNTY INTERNATIONAL AIRPORT a vii. " I r _ BOEING FIELD SEATTLE, WASHINGTON (2) 3 /4'0 xt ' -3" AB's --+2 L 2 (4) 3/a 0x1 -3 A6 s ° LOT 14 REDEVELOPMENT (2) 0x1 -3 ae s 5 -14 � / �/ . / /2 1/4 PROJECTION (4) 3/4 0 xi -3 A8 s W/2 1/2 PROJECTION Q w/2 1/2 PRO CTiON '�' �.. 1'_2• ' j i 11_211 #4 0 12 HANGAR 2 I. ( C � Ii @ GRA VEL ° o• • °.° ° - \---7 - FO NDATION PLAN, SECTIONS AND DETAILS J ( 0—a- . . �_ 0 O 0 0 --Si FlLL , \` , , • >c - 2 #4 TIES - -- • — 2 #4 TIES /\ / � �. 0 4" DESIGNED BY: PROJE m I. 41I • Q Z �, M ,� , �;'�,��►, JRS 01 -5769D1 z In SPECIAL INSPECTION REQUIRED SPECIAL INSPECTION REQUIRED RECEIVE CIT ;,) TI WWILA � ti I � I', DRAWN BY: CAD FILE CT N NO. 0. a. o JRS PERMIT CENTER ' , 11,. 'L/ ,L CHECKED BY: DRAWING N0. f � , Cri y 4017 v.a, DNAL V' ' 6 -10 -02 8 -201 w w BO , f'r, ►STt ' \ „�` . DATE: " DETAIL 1 "a1' -o" 1 DETAIL 1 " =1' -o" 2 DETAIL 1 "=1' -o" 3 DETAIL 1" =1' -o" 4 SECTION AT CENTER i " = b SCALE: - L. XPIRFS 9/10/(37 1 SHOWN 22x34 TITLEBLOCK (1A0001) • 1 � r 1 , 1 . • -__________ 1 / . _ • — �� • 242' -4' 4=0 37 =2Th 010" r � �� — � _ ,,, - . EXISTING CURB CUT - ra` _-�_ }AND PVMNT MARKING' ` _ . " �� • • �� rr sm = rf'li "'I � mu' r - . i " °�" - - - w RGaiUQ New ` on am alts,t,,t� 11.111111raltalift all RR • i .. TANA! . z z Q i o 0 1 19 PARKIN S TAL L S � - - -�� - �_ . k),-, , , . T. - \ . - o . • ' I ' I .2�0 LI i: NEW 20 GATE EW AOA FENCE ED ISLAND ' �' z • • _ =oN Q o AND OPERS- o IN PARKING AREA inv . (- • -- - - . ` • '1"...ftMlial...11.11 i - _ r�. ": 7!:731 ..3 ... - • . - •. - - _ - --- 1 Lo m ' 75'— ^ zypDS0CAPF ouvPS 1EI , �� s ` . ' • . _ ' . ' _ - . ' . _ • -_ - o. �I S p - 01.4 E' ; . IN SEE AE103 - -- — — - - -_ – • • �� = (HANGAR 3 10 ` 1 l k I Al il ° SEE A E1 02 T . •_• SEE AE1 HA R • 2 359' -8 1 /2" 1 ANGAR I ' 1 �� 2 HR WALL _V, . , ' f g & . : - -3 - 322' -O" I _ PROTECTION 270' -6" I - • i \ . OJECT- 0 _ PROPERLINE UNDARY CR SSW - , �— - • . 1 NEW AOR FENCE ' ) o IN AND ( f ' 1 , _ -- DE -ICE PAD i ? • -- ' LOCATIONS OF AIRCRAFT 50'x50' - .. - - -- - - ---- • TIE - DOWNS, TYPICAL. , • ' _ b BUILDING RESTRICTION LINE �- - .,�fl .,,,Q„•�,d, „_�,�,� ,,,_, _ — • _ �, EXISTIN _ - A- � °`S;^ . - 1 �� 1 I • eum o �siwceon tag (� kc em s — PAVIN 1 • EDGE OF TRANSITIONAL' SURFACE I _ A • . -- _ ' -- . . - \ I t PARKIN,,. - IFFAxIWAY 0•F.A. 1 �� o � - �� } L �.1104.._� GAGE OPERATOR i y` ,, PROPERTY LINE � ` NE W 20' GATE. i ; I ; ; r' Ill • . __ _ ,. ..3 ......... �. c_:. - - c:_a r• 3 © © C r -a - 7-777. ......o 7777. I — -- _ EXISTING • • PROJECT BOUN DARY -- - - -! _ — • .. a -a- Q- :1,10 1': r .` • • i s II . • I J R w v I ,, , , t 1 z - I D • , . . . .. E i ,.., 1 1 1 --] • • , • " • . • . P f , n i CD in D ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 . • 7 . . _ ,. . - • - .. -• - • - C ISSUED FOP CONSTRUCTION PER ER #12 : 4/17/02 B ISSUED FOR PERMIT PER ER #10 1/22/02 GENERAL NOTES . A ISSUED FOR BIDS PER ER #8 la/11/01 1. PROVIDE STREET ADDRESS SIGNAGE AT MARK REVISIONS /SUBMISSIONS DATE • EACH HANGAR BUILDING VISIBLE FROM THE Q THE AUSTIN STREET. COORDINATE WITH OWNER AND • COMPANY • - - LOCAL AUTHORITIES. CONSULTANTS• DESIGNERS . ENGINEERS. CONSTRUCTORS 2. PROVIDE SIGNAGE LABELED "FIRE RISER 130001KiE NATIONAL a VD,, 8UTTE 300 • ROOM AND ELECTRICAL ROOM" AT DOORS - TO EACH ROOM. 3. COORDINATE SIGNAGE TYPES WITH • All 48 HOURS Consulting Engineers OWNER'S STANDARD FOR SIGNAGE. BEFORE YOU DIG 1201 Third Avenue, Suite 900 4. PROVIDE TEMPORARY TRAFFIC CONTROLS AT 1- 800°424-5555 Seattle, Washington 98101 JUNCTION OF TEMPORARY ROADS WITH PUBLIC (206) 622 -5822 Fax (206) 622 -8130 • ROADS. INCLUDE WARNING SIGNS FOR PUBLIC APPROVED TRAFFIC AND 'STOP' SIGNS FOR ENTRANCE ONTO PUBLIC ROADS. COMPLY WITH MANUAL AIRPORT MANAGER • ON UNIFORM TRAFFIC CONTROL DEVICES. Rlck Renaud AIRPORT ENGINEER KING COUNTY INTERNATIONAL AIRPORT - BOEING FIELD SEATTLE, WASHINGTON 3 ,I 1 HANGAR HANGAR 3 AGAR 4 J LOT 14 REDEVELOPMENT 2 • PUMP�USE c HO ARCHITECTURAL SITE PLAN L_ Gin. GF i,,..Nn n - - DESIGNED BY: PROJECT NO. \ JUL 1 2 2002 DESIGNER 01 - 576901 3 ' REGIS R ! DRAWN BY: CAD FILE N0. - . PERMIT DEFTER • / , i ' I co 769AS 100. DWG �.�� Illy T GT CHECKED BY: DRAWING N0. 50' 25' 0 50' 100' � STATE DATE: Y� - AS100 8/14/01 SCALE: 0 . SHOWN • 22x34 TITLEBLOCK (1AUG01) • . NOTE: THIS IS AN EXISTING BUILDING RELOCATED TO THIS SrTE. SITE BUILT WORK IS LIMITED TO NEW WALLS IN SOUTHEAST PART OF • STRUCTURE. PROVIDE INSIAATION IN DIVIDING PARTI T ION. 19 0 16 0 i3 .0 411 CI • - - 0 0 GO 0 . • 322' -G 3/4' PROVIDE WALL - MOUNTED ARE DEPAF.TMENT _ APPROVED FIRE EXTINGUISHERS • 17-0 3 / 8 " 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 1'?' -4" 1 (TYPICAL) 6' -8 3/8 "J J �,i I I I A I ( 1 I I I I ( 1 D 601 A A ,---- i t 1 .. (----' ________ _ - BAY i; BAY 7 a< : - .] BAY 5 B Y °� ` ^ � f - BAY 1 • • i I ' I I r] I I r i 1 100 11" I I I I 1 i g ; !;;1 Qg P'QRT N L I L 1 ($02) TYPICAL 1 0 (-- 1 i * _ i 0 7 (--)102 Ci!" ;S - • ,....� ; I ! r 1 r�41.�.,., 9 1 1 B II [ 11 I �° o �f / ,� i BAY 4 BAY 2 I a LAV D BAY 6 0 400 I i 200 i L N -. I _ I 80 I I 600 I I n ! I I g --. _ \ . . �� _ - \ �� -:>:a� - - _1.0 .3.- ...�s.. _ � — ` - _'�.°:"'�. -'°a "' ��_,.- — �- ..Q.��a...c+'r....�- ac�a+• -m- — - _ \_�...._ - ��,_a+' -� - — r..e�...... - — z.� — �_.> .,.. �...�.va....— ra- s:..>az.. a ,.- a..R.� ,1,0_,C _ SUPPORT i & HANGAR #2 AE102 AE402 . • -' FLOOR PLAN E ISSUED FOR PERMIT AND CONSTRUCTION PER ER#15 6/21/02 Scole : 1/16 " =1' -0" D ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 D 0 .... C ISSUED FU? PERMIT PER ER #11 3/20/02 - . - • • • - • • B ISSUED FOR PERMIT PER ER#10 1/22/02 . A ISSUED FOR BIDS PER ER #8 12 11 01 • - MARK REVISIONS /SUBMISSIONS DATE a THE AUSTIN . COMPANY CONSULTANTS• DESIGNER S•ENOINEER3•CONSTRUCTORS NORTHWEST REGION - ' . . , • • • • .- . • • 10000 INTERNATIONAL. BLVD. SUITE S00 SEATTLE, WA 40 30 •4204 • 20e474 -WOO wwwlM.ustlnoom El= Consulting Engineers . . . . . ... . _ . • ....... . .. . .. • • . . . • , • 1201 Third Avenue, Suite 900 . . . . Seattle, Washington 98101 (206) 622 -5822 Fax (206) 622 -8130 APPROVED . AIRPORT MANAGER • Rick Renaud AIRPORT ENGINEER . . KING COUNTY INTERNATIONAL AIRPORT BOEING FIELD SEATTLE WASHINGTON • Aaf .X. , HANGAR 3 ` 1 HANGAR 4 J LOT 14 REDEVELOPMENT PUMF4OUSE HANGAR #2 FLOOR PLAN r T (RELOCATED STRUCTURE) 'DESIGNED 8Y: ' PROJECT NO. ,4 ,, ,:.,,,,,7 DESIGNER 01 5769D1 PERMIT r : E 396 REGISTE D DRAWN 6Y: CAD FILE NO. . • • • • 'I -p ' , , I ARCV CT TGT 769AE102.DWG CHECKED BY: DRAWING NO. 8' 4' 0 8' 16' 24' 32' 40' AiIr ' STEPHEN E. lUS WSF STATE OF WASHINGTON DATE: —_ ___ ---... 8/14/01 AE102 SCALE: 0 • . SHOWN 22x34 TITLEBLOCK (1AUG01) 1 • • M ' ,, M - .. .1 1 . . • ® a • . . 0 .. . 0 o .. . . .. . z A r h e - t r-----1', i ., . o o ( o o n i 7 . . . . . . . . l 1 11_ - � I I _ � t _ . ... • . SOUTH ELEVATION NORTH ELEV Scale : 1/16 " =1' -0" Scale : 1/16 " =1' -0" • . .. . . • . • . . . . . . ■ • • 0 0 ..--� �, = -- - SLIDING � I SLIDING SLIDING I SLIDING `t r - r___,____. HANGAR HANGAR HANGAR HANGAR = I o �' DOORS D OORS DOORS DOORS = 1 _. I _ _ _ __ ___ I 1 EAS ELEVATION v Scale : 1/16 " =1 -0 • E D ISSUED FOR PERMIT AND CONSTRUCTION PER ER#15 6 21 02 C ISSUED FGR CONSTRUCTION PER ER #12 4/17/02 • • • - • • . . B ISSUED FOR PERMIT PER ER #10 • 1/22/02 o o G ISSUED F _�_ :_ -._ _. __ .. -- _-___- — _ -- -= SSUED OR BIDS 1 A PER ER 8 12 11 0 vr \ MARK REVISIONS /SUBMISSIONS DATE r•-) M s i i SLIDING r --SLIDING SLIDING SLIDING 1 • 0 0 HANGAR HANGAR HANGAR HANGAR � a THE AUSTIN i i DOORS DOORS } DOORS DOORS i � . 1 L� -- 1.� _ —_ _ — ._ .. — _ ._ _, CONSULTANTS• DESf GNEt44 •ENGW • . . . — NORTHWEST REGION 110000 INTERNATIONAL BLVD, BUTTE 300 SEATTLE. WA. 461384204 WEST ELEVATION A Scale : 1/16 ° =1' -0" CALL 48 HOURS 1 ngli Consulting Engineers • - - . , . .. . . - . . •• .. .... •• . _ • . . • • . . BEFORE YOU DIG ' 1201 Third Avenue, Suite 900 • • • ' 1. 800. 424-5555 Seattle, Washington 98101 (206) 622 -5822 Fox (206) 622 -8130 • APPROVED . AIRPORT MANAGER Rick Renaud • • • AIRPORT ENGINEER lip KIN A R COUNTY , INTERNATIONAL AIRPORT BOEING FIELD SEATTLE, WASHINGTON LOT 14 REDEVELOPMENT HANGAR #2 ELEVATIONS CITY of nncwn A DESIGNED BY: PROJECT NO. RECEIVED • JUL 1 2 2002 DESIGNER 01- 5769D1 39 RE GISTE • i DRAWN BY: CAD FILE NO. PERMIT CENTER TGT 769AE202.DWG ' O T E � I CHECKED BY: DRAWING NO. 8' 4' 0 8' 16' 24' 32' 40' �� r . i ' WSF • • EC W E LUSK DATE: II •� STATE OF WASHINGTON AE202 NMI MIMI .• 8/14/01 SCALE: 0 _ SHOWN 22x34 TITLEBLOCK (1AUG01) 4 0 I MANETAL D V APO R BUILD NG INSULATION BAR RIER BY Q - METAL BUILDING CONTRACTOR. INSUL R =21 MIN. (HANGARS 3 AND 4 ONLY) J if . , 1 J 6 •VI 1/ . ROOF GIRTS - BY p ROOF GIRTS - BY ` METAL BUILDING METAL BUILDING CONTRACTOR. CO `dTRACTOR. LONG LEG DEFLECTION LOr.G LEG DEFLECTION • I TRACK WITH NESTED TRACK WITH NESTED UPPER TRACK. UPPER TRACK. 1 ALLOW FOR 1" ALLOW FOR 1' . - BUILDING COLUMN BEYOND. DEFLECTION. DEFLECTION. - - • JOIST TRACK. • • - JOIST TRACK. - . JOIST TRACK. • .. BUILDING COLUMN BEYOND. 6005200 -43, STEEL 6005200 -43, 6005200 -43, I (NOTE: AT "SIMILAR" - 6005200 -43, STEEL II ;;J 1 CONDMON FULL HEIGHT Ei 4 g" JOISTS ®2 -0 O.C. ® ' 1 WALL INSTEAD. JOIST MAX. N OTE FOR STEEL 1 BEARS ON TOILET ROOM 0 ' ' • kas mu c = n JOISTS: 1 •41 I A WALL.) . .: A c� LOCATE WATER _ _ - - •. _ %: E HEATERS ON 3/4" REF. DETA!L 1 ON S EXTERIOR GRADE 1 /I� SHEET `. a: PLYWOOD (4'x6' -4" FOR TRACING. Ac3O2 PRO i DE FOR � •: , TYPICAL CON NUOUS MIN.), SPANNING AT .� INSU •T(VE BARRIER AT S ACES. LOCATE CONTINUOUS FOR CONTINUOUS CEILI G/WALL U V) WATER HEATER TO INSULATIVE BARRIER AT INTERSECTION Z DISTRIBUTE LOAD y CEILING /WALL 0. a�, EVENLY TO TWO z INTERSECTION 1 le °w, II • o ._ ��i� �� JOISTS. BLOCK 1 1/1 1- ♦r •• ♦� le, 110 z _ �.�:... --. ._� .�. �� JOISTS UNDER WATER 4 __ .: ____ -- r,,I .' F - -s A 4' o : ►� HEATER PLATFORM :: ,/ u \ P .... , , ' ' a : .• AND AT SPANS � ►� • = l ' I i INSUL R =30 MlN. INSUL R - 30 MIN. ! INSUL R =30 MINQ = GREATER THAN 13 . ��( ��A�� a 1 AIR GAP. SUSPENDED ACOUSTICAL r ► ! : , CEILING PANELS IN METAL ► 1 :'� ; ` . �� I GRID. PROVIDE SEISMIC ° • y - . - . • SUSPENDED ACOUSTICAL i... BRACING. , t INSUL R =30 MIN. . ' •� 1 CEILING PANELS IN METAL SUSPENDED ACOUSTICAL �� I I '• m CEILING PANELS IN ►� . . ►� I ∎• 4. p SUSPENDED GYP BD GRID. PROVIDE SEISMIC RACING .., .4. .: . ‘_ 5/8" GYP. BD. ON 3 1 METAL GRID. PROVIDE �►��+ I • �� I NOTE: S USPENDED GYP. 7 • I i SEISMIC BR ►� CEIUNG - 5/8 GYP. , ►� I I •: `S 5/8 , 20 GA. METAL �r ► ► I : BD. CEILING AT TOILET •: , .., „ 1 • s BD. ON i 8 HAT s ;. �, STUDS 0 16 O.C. o �� • / " � I .� �.� ROOMS. 8 -0 A.F.F.) o (NOTE: 5/8 GYP. N 5/8" GYP. BD. ON EA. �� CHANNELS 0 2'-O" -Q " ;ma I ? E ISSUED FOR PERMIT AND CONSTRUCTION PER ER 15 6/21 /02 • o SIDE OF 3 5/8" 20 GA. ;►` O.C. TIED TO 1 1/2 •• p # I , I B D . EA . SIDE AND NO 0 .► • 5 8 GYP. BD. ON 1 5 8 COLD ROLLED CHANNELS ► . I 1 • D I / / D ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 MTL. BLDG. WALL AT - METAL STUDS 0 1 6" �e I. 20 GA. METAL STUDS @ 16 C ISSUED FOR PERMIT PER ER #11 3/20/02 I [ 4 : 1 1 O.C. SUSPENDED FROM I l •4" 'i B ISSUED FOR PERMIT PER ER 10 • " COND t • �t FACE OF GYP. BD. •: O.0 INSUL =R -19 • i 11 SIM. ITION. g # 1/22/02 JOISTS ABOVE AT 4-'-0" ►4 1 -1" iT• FACE OF STUDS : c• O 01 �. O.C. • ,, •y A ISSUED FOR BIDS PER ER 12 02 11 1" AIR GAP. Q r�� 1 OR AT SIMILAR COND.- • ,� ,. 8 / / r - f � � . '�� I TG F.O. METAL BLDG .410.: � I MARK REVISIONS /SUBMISSIONS DATE •� • •z c: o ; : ' . I ) METAL BUILDING GIRTS - CROSS BRACE W/ METAL ►�� I MEMBERS. :t • a THE AUSTIN • �, : BY METAL BUILDING I . . ' STUDS 0 4' -0" 0.C. ! I I , + METAL BUILDING GIRTS - �►� BY METAL BUILDING COMPANY • CONTRACT N . . ai -� w • . `► - CONTRACTOR. • ► . - I - - • jj METAL BUILDING INSULATION n - NRE 3 0 0 AND VAPOR R � 5/8 GYP. BD. ON ONE r' _ eEATne I- AND VAPOR BARRIE BY • ME TAL BUILDING CONTRACTOR. _ '► SIDE OF 3 5 8 " , 20 GA. i • watheausthcan • / ' ►s I �� METAL BUILDING CONTRACTOR. Itt INSUL R =13 MIN w ► � ' ► ' ' %fi _ M ETAL STUDS 0 16 �� . �' INSUL. R =13 MIN. II ; ,T: (HANGARS 3 AND 4 ONLY) • O.C. : ;. C 48 HOURS IN . :. . ti p . 1 Consulting Engineers • • EXTERIOR METAL 1 METAL BUILDING SIDING BEFORE YOU DIG ' 1 201 Third Avenue, Suite 900 e 7q , 1 Washington 98101 . : + •., BUILDING SIDING - BY 5/8" G YP. BD. ON ONE �; %. �. 8024 - BY METAL BUIL Seattle %' % METAL BUILDING THERMAL INSULATION V- SIDE OF 3 5/8 ", 20 GA. ;fi 1 ;: �. CONTRACTOR. (206) 622 -5822 Fax (206) 622 -8130 ., CONTRACTOR. R=19 MIN. *2 2 METAL STUDS 0 16 •� l •: V. R 19 O.C. - :ma 1 _ APPROVED • ms s, �,. METAL BUILDING TRIM I� BY METAL BUILDING METAL BUILDING TRIM - A t I . � y;� AIRPORT MANAGER • : E : ►j I + ; CONTRACTOR Rick Renaud .• 3 I CONTRACTOR. �� I 01! • ! I : - AIRPORT ENGINEER %.j ': REFER TO ROOM FIN REFER TO ROOM FINISH ; ►` THERMAL INSULATION rte, I ;:� 1 REFER TO ROOM FINISH Q SC HEDULE FOR BASE AND R =19 MIN. ',l►. ! .y SCHEDULE FOR BASE AND KING COUNTY INTERNATIONAL AIRPORT •,. •. FLOORING. FOR BASE AND D , , ,. FLOORING. BOEING FIELD SEATTLE, WASHINGTON . FLOORING. �� REFER TO ROOM FINI �t I ��. 1 LOT 14 REDEVELOPMENT �_ FLOORING. ' THERMAL INSULATION A WALL SECTION R =19 MIN. B WALL SECTION p WALL SECTION D WALL SECTION WALL SECTIONS RECEIVEC • A 401AE301 Scale : 1"=1'-0" AE102 • E301 Scale : 1"=1'-0" AE401 AE301 Scale : 1"=1'-0" A 401 AE301 Scale : 1"=1'-0" CITYO� TUKWIIA "' AE402 AE402 AE402 JUL 1 2 2002 DESIGNED BY: PROJECT NO. AE403 AE403 PERMIT CENTER LMV 01-5769D1 AE404 • AE404 3966 DRAWN BY: CAD FILE NO. 4\22) REGISTER L 769AE301 REV.DWG • 01~ Y: DRAWIN G NO _ • or WASHINGTON 10/24/01 AE301 SCALE: 0 SHOWN 22x34 TITLEBLOCK (1 AUG01) . .1 1 4 1 j r I I r VERTICAL HANGER WIRE: LATERAL BRACING: ROOF GIRTS - BY 12 GA. 0 4'- 0'O.C. '� ` � 4- 12 GA WIRES IN PLANE METAL BUILDING IN BOTH DIRECTIONS OF EACH RUNNER 4 FULL CONTRACTOR. I MIN. AND AT EACH END. TURNS AT EACH END. i^ - ■ ■ � r • ''P JOIST TRACK. • 6005200 -43, ` �\ STEEL JOISTS 600S200-43, STEEL , \ • 2' -0" O.C. - 8" 1 , JOI STS ®2' -0" O.C. • r MAX. 45' / • NOTE FOR STEEL . MAX. + - JOISTS: • LOCATE WATER HEATERS ON 3/4" ij - - - am. MAIN RUNNER • • EXTERIOR GRADE M • - CONDUIT OR STRUT AT PLYWOOD (4'x6' -4" 12 " O.C. EACH WAY. ` CROSS RUNNER PA START FIRST STRUT POIN ACO +JST!CAL MIN.), SPANNING G A T • LEAST 3 JOIST • • •- 'S WITHI 6' -0" FROM EACH PANEL SPACES. LOCATE I WALL. PROVI SIZE OF 2 "MAX. FROM WATER HEATER TO STRUT PER UBC STANDARD BRACE WIRES TO DISTRIBUTE LOAD NO. 47 -18. INSTALL SYSTEM CROSS RUNNER • EVENLY TO TWO .,--L. 1 PER UBC CHAPTER 47 AND UBC JOISTS. BLOCK S '► � STANDARD N0. 47 -18 ■ ► • �` � �� 1 , • JOISTS UNDER WATER . HEATER PLATFORM , --- --� -�- -0 SUSPENDED CEILING AND AT SPANS Q SEISMIC BRACING Y GREATER THAN 13 . � , � •••• � . • ••• ,: AE302 Scale : NTS r r ` 4_ - .. - t . . . � .... +a&tU A 4 1 7 \ . . � , 1 :.; SUSPENDED ACOUSTICAL SUSPENDED GYP. BD.�• • CEILING PANELS IN METAL .. GRID. PROVIDE SEISMIC ...: ;� CEILING - 5/8" GYP. � s, � - � 7/8" .� �! BRACING. - "_:� BD. ON 7/8 HAT Allinla r� s • CHANNELS ®2' -0" mow, O.C. TIED TO 1 1/2" :s ' j • .. . COLD ROLLED CHANNELS . �� 4 SUSPENDED FROM �� 7 JOISTS ABOVE AT -0 •� . ► , 5/8" O.C. ► �` ► , 5/8 GYP. BD. ON EA. SIDE (NOTE: SUSPENDED ��: OF 3 5/8 ", 20 GA. METAL � ACOUSTICAL CEILING IN 1' -8" OUT TO OUT, �. STUDS ®16 O.C. D ISSUED FOR PERMIT AND CONSTRUCTION PER ER 15 6/21/02 METAL GRID AT OFFICES, . FACE OF GYP. BD. "� C ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 9' -0" A.F.F.) �' •• NOTE: AT "SIMILAR" a B ISSUED FOR PERMIT PER ER #10 1/22/02 • 1 � • CON DITION SEE FLOOR • �I ' . • A ISSUED FOR BIDS PER ER #8 E12/11/01 ' 5/8" GYP. BD. ON ONE . - - 5/8", • SIDE OF •3 5/8" 20 GA. j: ►� PLAN FOR DIMENSIONS. MARK REVISIONS /SUBMISSIONS DATE METAL STUDS ® 16" ��1 � . • o o.c- a THE AUSTIN 00 ► ! . . J : �i� CONSULTANTS. D S Ia G O MPANY CONSTRUCTORS CROSS BRACE W/ METAL �► . 1' I . NORTHWEST REUION STUDS @ 4' -0" O.C. a ' 'At ' .18000 INTERNATIONAL BLVD. SUITE 300 _� _ , , SEATTLE wWA. ca,es -eso4 • . . . .. . . . . r4 • - : , �� _. w 1 . _ • • pr 5/8" . a CALL 48 HOURS • 5/8 GYP. BD. ON ONE SIDE OF 3 5/8 ", 20 GA. I4 �� . BEFORE YOU DIG 1201 Third Avenue, Suite 900 • METAL STUDS ® 16" 7 I -i 1.800. 424'555 Seattle, Washin 9 ton 98101 , � . . . . _. . . .. . . . . . . ,. _ . (206) 622 -5822 Fax (206) 622 -8130 APPROVED . • 3 " THERMAL INSULATION --- 4 . :p AIRPORT MANAGER ►s ■ Rick Renaud REFER TO ROOM FINISH 1 • •:2 1 1 —REFER TO ROOM FINISH SCHEDULE FOR BASE AND :► ' �� '• : SCHEDULE FOR BASE AND AIRPORT ENGINEER FL OORING. a� FLOORING. \ KING COUNTY INTERNATIONAL AIRPORT BOEING FIELD SEATTLE, WASHINGTON • LOT 14 REDEVELOPMENT A WALL "="11-0" SECTION WALL SECTION • AE403 AE302 Scale AE403 AE 302 Scale : 1 =1 -0 AE404 AE404 WALL SECTIONS RECEIVED CITY OF Tl1KWII A JUL 1 2 2002 DESIGNED BY: PROJECT NO. LMV 01- 5769D1 PERMIT CENTER 3966 REGISTE: DRAWN BY: CAD FILE NO. • aRC ttT / LMV 769AE302 CHECKED BY: DRAWING NO. STEPHEN E. lU CHECKED • • • STATE OF WASHINGTON DATE: AE302 -1-------• • 10/24/01 • SCALE: 0 _SHOWN _ • 22x34 TITLEBLOCK (1 AUG01) . 411 , i ® 18 19 18, @ 1 • / /' ./' 1 17•-0 3/8" 22'_0° 17' -0 3/8 22 • - I I 1 I 1-P P 7 _.1_ , , , ® 1--- . - \-®, .. . . • I BAY 8 - 1 • I BAY 8 . 1 800 j 1 800 I • • - • r 3 t r >< 1 o I 1 'O . B 1 1 ;I- 1 1 :�- AE301 ( I 1 CV I I 1 t �' � I I I 1 . . 1.6 0 1'- 1" I ( 0 L_ - - . . - - 5'- 10 E — s , Ail M ' I I o I f 0 ii A (11. - — S r . . I . I . . . . . P • • . • • • • • - . •• • . • . . of AE301 - • ( LAV. t LtiV. 41310 I � ,o I, o 1 80 N I �u 1 I N 1 AE301 SUPPORT ► AE301 I SUPPORT I 90 r 90 1 _; lj } _ 1 . _:::= _ _ __,,, CO ,,--,-, 1 - ---,. _ _ \ , 0 . 1 ;._ .. , AE301 Q ENLARGED PLAN Q REFLECTED CEILING PLAN . . 7 • AE102 AE402 Scale : 1/8 =1' -0" AE102 AE402 Scale : 1/8 =1' -0" • D ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 , C ISSUED Fu? CONSTRUCTION PER ER #12 4/17/02 B ISSUED FOR PERMIT PER ER #10 1/22/02 A ISSUED FOR BIDS PER ER #8 12/11/01 MARK REVISIONS /SUBMISSIONS L DATE . . . .. . . - a THE AUSTIN . COMPANY CONSULTANTS • DESIGNERS • ENGINEERS• CONSTRUCTORS NORTHWEST REGION 18000 INTERNATIONAL BLVD. SUITE 300 SEATTLE, WA. 08108 -4204 .. . . . . . . . - .. .... - . . ... . _ • .. • . www.theausdn.com CALL 48 HOURS \ Consulting Engineers BEFORE YOU DIG 1201 Third Avenue, Suite 900 1. 800.424.5555 Seattle, Washington 98101 (206) 622 -5822 Fax (206) 622 -8130 ' • APPROVED • AIRPORT MANAGER Rick Renaud AIRPORT ENGINEER • I KING COUNTY INTERNATIONAL AIRPORT Doa .... 19 BOEING FIELD SEATTLE, WASHINGTON LOT 14 REDEVELOPMENT • • HANGAR #2 ENLARGED FLOOR PLAN AND REFLECTED CEILING PLAN RECEIVED DESIGNED BY: PROJECT NO. CITY OF It IKWq n DESIGNER 01- 5769D1 • JUL 1 2 '001 REGIS RED DRAWN BY: CAD FILE NO. PERMIT CENTEN , 3, ' T CT TGT 769AE402.DWG AO; CHECKED BY: DRAWING NO. I WSF STEPHEN E. L USK DATE: STATE OF WASHINGTON AE402 SCALE: • 0 . SHOWN _ 22x34 TITLEBLOCK (1AUG01) w . r ' 1 ', 1 r M I si ROOM FINISH SCHEDULE FINISHES INTERIOR , , FLOOR BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING 1 FINISH /MATERIAL MANUFACTURER /COLOR REMARKS ',0 ROOM NAME - - - REMARKS NO _- __ keS1RATE FINISH MAIL SUBSTRATE FINISH SUBSTRATE FINISH SUBSTRATE FINISH SUBSTRATE FINISH MAIL FlN HEIGHT E DOSING -- __ HANGAR 1 c CONCRETE SUBSTRATES GL GLASS -- C - - M P - MP - MP - MP - - - , - MP WALLS TO BE INS.! GB GYPSUM BOARD 60 FIRE RISER -- — 70 ELEC, ROOM C - - r sus .0 E yea. - MP - MP - MP - - - - s� s ys ,,,_ o„� �2 „_,, a __ _ MP PRE- ENGINEERED METAL PANEL -- -- 80 LAV c VC T1 81 GB P3 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8'-0' -- -- • . . • S CONCRETE SEALER 90 SUPPORT AREA c CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 - 9'-0' 100 BAY 1 c - - MP /GB P3 MP - MP - GB P3 - - - • 200 BAY 2 c - - GB P3 GB P3 MP - GB P3 - - - 300_ BAY 3 c - - GB P3 — GB P3 MP - GB P3 - - - 400 BAY 4 c - - GB P3 GB P3 MP - MP /GB P3 - - - P 1 FLAT PAINT -- -- 500 BAY 5 c - - MP - GB P3 GB P3 G8 P3 - - - P2 LATE( EGG-SHELL -- -- PAINT 600 BAY 6 c - - MP - GB P3 GB P3 GB P3 - - - TYPES % OOORS P3 LATEX SEMI -GLOSS PAINT -- -- • 700 6AY 7 c - - MP - GB P3 _SIB P3 , GB P3 - - - P4 GLOSS PAINT — H.M. DOOR FRAMES . . • HANG kR #2 WI PLASTIC LAMINATE WAINSCOAT PROMIDE PLAS. AUNAIE MOULDING AT TOP EDGE 80 SUPPORT AREA . c CPT1 81 GB P2 GB P2 GB P2 GB P2 ACT1 - 9 -0' 90 LAV c VCTi 81 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB /W1 P3 GB P1 8'-0' WALL FINISHES 100 BAY 1 c - - E E E E E __.1 101 SUPPORT c - - MP - MP - MP - MP - - - - MP WALLS TO BE INSUL 200 BAY 2 c - - E E E E E , CPT CARPET _- -- • 300 BAY 3 C - - E E E E E -- __ _ 400 BAY 4 c - - E E E E E FLOOR'G TYPES V1 VINYL FLOORING VCT VINYL COMPOSF11ON TILE -- -- 500 BAY 5 c - - E E E E E 600 6AY 6 C - - E E E E E • _ 700 BAY 7 c - - E E E E E 800 BAY 8 c - - E E /GB P3 E/GB P3 E .. E BASE ,B1 4' RUBBER COVE BASE ROPPE HANGAR #3 TYPES /COLORS - 10 OFFICE C CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 9' -0' ACT1 SUSPENDED ACOUSTICAL CEIUNG -- -- 11 LAV C VCTI B1 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' GB GYPSUM BOARD -- -- 20 OFFICE C CPT1 B1 GB P2 _ GB P2 GB P2 GB P2 ACT1 - , 9' -0' CEILJNG FINISH — - __ - __ 21 LAV C VCT1 B1 GB/W1 P3 GB /W1 P3 GB/W1 P3 GB /W1 P3 GB P1 8' -0' 30 OFFICE C CPT1 61 GB P2 GB P2 GB , P2 , GB P2 ACT1 - 9' -0' A 31 LAV C VCT1 B1 GB /W1 P3 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' -_ __ -- -- �r ,.F ' . " ' - 40 OFFICE C CPTI B1 GB P2 GB P2 GB P2 GB P2 ACTI - 9' -0' a�(r •' t �� _ -- -- - 41 LAV C VCT1 81 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0" LAMINATE - 50 OFFICE c CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 - 9' -0' c: ' ' " 51 LAV C vcT1 81 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' 60 OFFICE C , CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 - 9' -0' ;"`°' -~ 61 LAV C VCT1 B1 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' - �, • -_ 100 BAY 1 c - - MP _. - HP - GB P3 MP /GB , P3 - - , - 200 BAY 2 . C - - GB P3 MP - GB P3 M P - - - • • 300 BAY 3 C - - GB P3 MP 1 - GB P 3 - - - NOTES- 400 BAY 4 C - - GB P3 MP - GB P3 MP /GB P3 - - - • . • 500 BAY 5 • c - - GB P3 • MP , - GB P3 MP /GB P3 - - • _ 1. CLEAN AND TOUCH UP DAMAGED FINISH ON EXISTING DOORS 600 BAY 6 C - - GB P3 MP - MP - MP /GB P3 - - - I'd REMAIN ON RELOCATED HANGAR. HANGAR #4 2. ALL PIPING AND CONDUIT NEXT TO ADJACENT SURFACES TO BE 10 OFFICE C CPT1, B1 GB P2 GB , P2 GB P2 GB P2 , ACT1 , - 9' -0' PAINTED THE SAME COLOR AS ADJACENT SURFACE. D ISSUED FOR PERMIT AND CONSTRUCTION PER ER 15 _ 6/21/02 • 11 LAV c VCT1 B1 GB/W1 P3 GB /W1 P3 GB/W1 , P3 GB /w1 P3 GB P1 8' 4' C ISSUED FIR CONSTRUCTION PER ER 12 4/17/02 20 OFFICE c CPT1 BI GB P2 GB P2 GB P2 GB P2 ACT1 - 9' -0' 3. 'E' INDICATES EXISTING TO REMAIN AND BE RELOCATED. # • 21 LAV C VCT1 81 GB /W1 P3 G8/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' 4. PAINT ALL EXPOSED METAL BUILDING STRUCTURAL MEMBERS B ISSUED FOR PERMIT PER ER #10 _ 1/22/02 30 OFFICE . C CPTU B1 GB P2 GB P2 GB P2 . GB P2 ACTI - 9' -0' - COLUMNS, BEAMS, GIRTS, PURLINS, ETC. . . A ISSUED FOR BIDS PER ER #8 12/11/01 • 31 l AV C VCT1 B1 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB/W1 P3 GB P1 8' -0' MARK REVISIONS /SUBMISSIONS DATE 40 OFFICE C CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 - 9' - 0' - 41 LAV C VCT1 B1 GB /W1 . P3 GB /W1 P3 GB/W1 P3 GB /W1 P3 GB P1 8'-0" , I THE AUSTIN • 50 OFFICE C CPT1 B1 GB P2 GB P2 GB P2 GB P2 ACT1 - 9' -0' • COMPANY 51 LAV C VCT1 B1 GB /W1 P3 GB/W1 P3 GB/W1 P3 GB /W1 P3 GB P1 8' -0 CONSULTANTS • DESIGNERS • ENGINEERS ■ CONSTRUCTORS . 1 1 :AY 1 C - - GB P3 MP - MP - MP GB P3 - - - NORTHWEST REGION 2 00 BAY 2 - c - - . GB P3 - HP — GB P3 LAP /GR P3 — • — _ 'SSOOO INTERNATIONAL BLVD. SUITE 300 300 BAY 3 C — — GB P3 MP — GB P3 uP /r,R . P3 . — _ _ — SEATfl.E. WA, 63138-4204 400 BAY 4 C - - GB P3 MP - GB P3 MP /GB P3 - - - 50(LBAY 5 C - - MP - MP - GB ' P3 MP /GB P3 _ _ _ / CALL 48 HOURS Consulting Engineers BEFORE YOU DIG 1201 Third Avenue, Suite 900 E) ( tq, g . ■` 1- 800. 424-5555 Seattle, Washington 98101 . • . • (206) 622 -5822 Fax (206) 622 -8130 '' CITYR,F7�,W,,A APPROVED • JUL 1 2 2002 AIRPORT MANAGER MIRROR -' CENTER Rick Renaud AIRPORT ENGINEER 3' -6" KING COUNTY INTERNATIONAL AIRPORT • 4' -6" PLASTIC LAMINATE .0 14 i 3 - O» ` GRAB BAR BOEING FIELD SEATTLE, WASHINGTON • WAINSCOT W/ UPPER 1 ° ' G LOT 14 REDEVELOPMENT N E TRIM. 1 L. 1 - ! fi� [ ROOM FINISH SCHEDULE ;in\ . • . .. . . . 44-- f TOILET RM. PLAN /ELEVATIONS TOILET PAPER , „ A _ HOLDER , - 6 NP. DESIGNED BY: PROJECT NO. • DESIGNER 01 5769D1 1 PROVIDE INSULATION WRAP 396G •EGISTER DRAWN BY: CAD FILE NO. AT HOT WATER SUPPLY GAR 769AE600.DWG . AND DRAI LINES ,� ` rARCNI T TYPICAL TYPICAL CHECKED BY: DRAWING NO. • WSF A RESTROOM ELEV. STEPHEN E. DATE: B RESTROOM ELEV. . . . . 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DOOR .. t 301 1 TO BE MEE BY THE BU1 DING MA UFACTUR 011111111111111111= MI .__�M 301 401 TO BE IESIGNEu BY THE BUI DING MA UFACTUR R ��k ; 2 401 6" NOTE: PROVIDE SEALANT 6" 501 TO BE I ESIGNEu BY THE BUI DING MA UFACTUR R , f 501 FRAME ® FRAME PERIMETER FRAME 601 TO BE IESIGNEu( BY THE BU DING MA, UFACTUR R ° 601 BOTH SIDES. 701 TO BE IESIGNEu BY THE BU. DING MANUFACTUR R W 701 JAMB © STUD WALLS - HEAD SIM. HEAD ® METAL PANEL WALLS - JAMB SIM. :01 TO BE IESIGNEu BY THE BUI DING MA UFACTUR; R N 801 ,T":"..: ° -n • • 80 "T�r$ 1 !• - 1L00© 1 A -601 1 A -601 - 0 ©000 _ 0 BY THE BUILDING MANUFACTURER 802 • DOOR JAMB /HEAD DETAIL \ - r� - - . -A .. s. SCALE: 3"= 1 -0 A -60' • HANGAR ; 3 ‘,.--% • 0 A AE -101 3' -0" 7' -0" 1 3 4" •11111•© 1 A -601 1 A -601 - 0 ©1E111111• 0 0 • - 11 A ' E -101 ' -0" 7 1 3 4" ©00© 1 A -601 1 A -601 - O1111oe0 0 1 0 A AE -101 3' -O" 7' -0" 1 3 4" ©00© 1 A -601 1 A -601 - 0©�e0� 7 1 A AE -101 3' -0" 7' -Q" m� ©00© 1 A -601 1 A -601 - 0©�e0 30 A ' E -1 3' - O" 7' - 4" INNI1131111111111111111E1 1 A -601 1 A -601 - 0 ©oaa 0 o ' 31 A •E -101 3' -O" MI 1 3 4" ©00© 1 A -601 1 A -601 - 0©�e0 0 a NM A AE -101 3' -0" �• 1 4" ©00© =111111111111111111 A -601 1 A -601 - =111111111111111111 0 = STUD D ISSUEC FOR PERMIT AND CONSTRUCTION PER ER #15 6/21 /02 • 41 A AE -101 ' -0" 7' -0" 1 3 4" ©00© 1 A -601 1 A -601 - 0 ©oaa 41 LINE -� .,, ,. Np LOCATION C ISSUED t �R CONSTRUCTION PER ER #12 1 4/17/02 • 1 A AE -101 -- 1 7 � � ©00© 1 A -601 1 A - 601 - 0 ©se0 _ 0 - 6 H UNLESS OTHERWISE B ISSUED FOR PERMIT PER ER #10 1/22/02 1 AE -101 ' -0 7 0 " ©ss© 1 A -601 1 A -601 - • - 60 A ' AE -101 • ' -0" ' -0" 1 4" 11111=0511111 1 A -601 1 A -601 �fl o Q 6 NOTED A ISSUED FOR BIDS PER ER #8 12/11/01 .1 A AE -101 ' -0" EMI 4" ©00© 1 ' -611 1 A -60 ©�e0 = 0 MEI WALLS I I 2 3 / 4 ► M ARK REVISIONS /SUBMISSIONS __I_ DATE 11 Ti : I I : : DIN AI FACT ' � �� 11111111111111•11111111011111•11 • 11 D THE AUSTIN 101 Ti BE I I BY THE :U DING MA UFACTUR ar .......m.E. I •COMPANY 00 TI B - IMO( : TH : PIN MA , FA TUR' I I : ___ - IM�—�_ 1 / �ii . CONSULTANTS• DESIGNERS •ENGINEERS•CONSTRUCTORS 01 � *I B : I ► '�� °- wan — - DOOR C NORTHWEST REGION 300 TO BE I ESIGNEI► BY THE BUI DING MAI UFACTUR311111111111 ..d- � f • 300 (WD. OR HM) MOO INTERNATION4L BLVD, BUTTE 300 SEATTLE, WA OS1884204 311 . TO • I ESIGNEu BY TH : I IN A. FA TU • 1 vAvutheaustkuorn 4 1 c ICI ;Y T : uFA TUR �� •�� • 4 11 401 TO BE IIERNI BY TH ;U' DING MA. UFA T 01111.1111111111111911111111 IIIIMIHIIIIIIII. 0 4/ PLAN—DETAIL IIMI Ts B IEEE :Y TH :UI ; MA FA TUR �� .1�� 1 CALL 48 HOURS Consultin En ineers 50 I . SIGNE: BY TH BUI; MA UFA TUR' �m� wall TYP DOOR LOCATION _ 9 9 SCALE: 3/4 -1 o BEFORE YOU DIG 1201 Third Avenue, Su►te 900 . I I I I ESIGN a :Y THE ING MA FACTO' '�� iir �� • 601 T YPICAL 1 • • 11 TO a BY E I IN A UFA TU'_I� -�e� � DOOR HARDWARE ! 1 -800 424' 5 Seat,le, Washington 38 ] 01 N= ME ____ MOUNTING HEIGHT (206) 622 -5822 Fax (206) 622 -8130 • HANGAR #4 X 1 A - 1 A -6 - 1 X - - - Z • APPROVED • 1 AE -101 ' -0" ' -0" 1 4" X - - * A -•11 1/A -601 - 1 X - - - • AIRPORT MANAGER A AE -101 1 ' -1" 11M11111 - - * 1 A -601 H A AE-101 1 A -601 - 1 X - - - • Rick Renaud / A AE -101 1 7 -1" E I© - - * 1 A -601 1 A A -601 - 1 X - - - • 0 AE-101111M51111 ' -1 " - - * 1/A -601 1/A -601 - 1 X - - - r• • �Mil - AIRPORT ENGINEER , 1 A AE -101 I�m� / � X 1 A -601 1 A -601 - . 1 X - - - o •I' • RECEIVE' A AE -10? / �I� 4" �'r' IrT'Ir�I KING COUNTY INTERNATIONAL AIRPORT AE -10 inliSallgENE 4" © 1 -.1 1 A- • 11 - 1 X , - - - • J UL 1 2 2002 BOEING FIELD SEATTLE, WASHINGTON �M��AE -101 I i$Iyi1 j11© - - * 1 A -.01 1 A -601 - 1 X - - - NM • PI . 1 A AE-101111/Mill 7-I" 1 3 4" © - - * 1 A -601 1 A -601 - 1 X - - - • 0 PERMIT CENTER LOT 14 REDEVELOPMENT AE -101 3' - I" 7' -1" l ," © - - * 1 A -60 1 A -601 - 1 X - - - 9- • I I NMI I BY . : I , AILEAS1'EMI _ • _ — Mal DOOR SCHEDULE/DOOR DETAILS 1 I R_ M B H :U D A. UF: R j _ ME • �� •0 i• 1 rI ► I� _ DIN • ' 'F' : IN 1 I • 1 1 I)*1LI I *I : : II► � ' R • W DESIGNED BY: PROJECT NO. 1 I I SIG I : „' . I FACTU' 'AIM • 1 I DESIGNER 01 576901 • • i I k I' : Man ' f A T R • 1 33966 - _ 11 I I I _ II •. `rte • 1I REGIS DRAWN BY: CAD FILE NO. 11 ' EGI c GAR 769AE601.DWG 4/ 1 : _ i ► 1 II► MA U • T R • 401 NOTE. 1 CHECKED BY: DRAWING NO. . . _ 11 I 11:�� I N 1 1;131:111 ; FA ' WSF • 11 `BEST" LOCKS IS ONLY APPROVED MANUFACTURER TEPHEN E. LUSK DATE: 501 To BE 1 _SI NF►► : TH :U _ ;I MA U A 7 • 501 STATE OF WASNING1Qh - - OF LO CKSETS / CYLINDERS / CORES . 8/14/01 AE601 • SCALE: SHOWN 0 • 22x34 TITLEBLOCK (1 AUG01) 1 ....._ _ .........» - .............� _.._. `. — .. W, .� ...... <...b ...., 4 4 4 0 i i h . . . ' • .." . . . . . . . EXHAUST FAN • W/ BAROMETRIC DAMPER . CEILING EXHAUSTER AND OUTSIDE R G O R L IL L L E E D ._ ...... . . . . . • W/ BAROMETRIC DAMPER 1YPICAL FOR EIGHT - AND OUTSIDE GRILLE • INTERLOCK W/ LIGHT //�( / /�' //ii , . __ e.� ... 1 .�.:�,.... ..:J 4 �a�.., =�.. }.: 1 - .�..�..�.P. erg 1.. ..a= =:�.�.�� ,..,�.....n >,..a__ .... »�.: 1.,.._ss �.�.v, . . . (� "Y ; C ,t'-, 1 . . Aft La i AA L II 1I 11 II . --. ili LJ LJ LJ LJ . I, LJ EF I I I I I I I Ai 6 s� . E$ l O L J ® L 1 J I vir �-- �-- -- Q 2. ....�e�. . -.�. 1 g I t,.,= . -.,_ �,, D ISSUE[ FOR PERMIT AND CONSTRUCTION PER ER #15 6/21 /02 { \J 1 \V C ISSUED Ft;R CONSTRUCTION PER ER #12 4/17/02 ® B ISSUED FOR PERMIT PER ER #10 1/22/02 • p A ISSUED FOR BIDS PER ER #8 12/11/01 MARK REVISIONS /SUBMISSIONS DATE • a THE AUSTIN . COMPANY CONSULTANTS ■DESIGNERS•ENGINEERS ■CONSTRUCTORS • NORTHWEST REGION 16000 INTERNATIONA. BLVD. SUITE S00 SEATTLE WA 9m1664204 208474 -6300 Di= C onsulting Engineers 1201 Third Avenue, Suite 900 • Seattle, Woshington 98101 • • • (206) 622 -5822 Fax (206) 622 -8130 APPROVED • AIRPORT MANAGER DO Rick Renaud I t ICI AIRPORT ENGINEER KING COUNTY INTERNATIONAL AIRPORT BOEING FIELD SEATTLE, WASHINGTON • LOT 14 REDEVELOPMENT RECEI /ED • CITY `'E TUR""`" HANGAR #2 HVAC FLOOR PLAN JUL 1 2 2002 (RELOCA STRUCTU PERMI CENTER • D ES I GN E D ED B Y: PROJEC N : 01 ' DESIGNER , N — 576 9D1 • • of '� �� j, D BY CAD FI RE N . -�� .0. TGT 769AE1 02.DWG Cp f ' ,�'k KP ` CH ECKED BY DRAWING N0. • . . $ -' ' 4' 0 8' 16' 24' 32' 40' , ,�r rrWSF %A, 41.01F.1. F . : • .. M H102 LE: O • _ 1 EXPIR kf12L kF" SHOWN : 22x34 TITLEBLOCK (1AUG01) . • 1 • 4 4 L4 0 — . _ - 19 18 ' 17 • Q6 14`� - - 12� Q d 1 2 O f ® 11 ® O 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 - 1/2' DOMESTI WATER n Q !, 1 e a __ - ---_ - - , o -- - - - - o - - r --- _ - V; 0 20 GALLON ELECTRIC D MESTIC WATER HEATER - MOUNTED ABOVE t I 1 I 1 1 . 1 TOIL ROOM r1 r- r 1 ri 1 ° i 1 ° I . WC ° I 1 I I 1 1 i 1 ° 1 L! L J L L ` " SAN, DN. & 2 VTR „ i � � i RC r i r� FC (TYP) -� r1 i ...�- 4" FCO I i 11 I I HANGAR DRAIN (TYP) 11 o� fa—I 1 i I/ 1,I L I-J L L o . ____ ___----, 7 , j ___,_---_ Hi . • . . . OV G . . 1 . . • . ABPLUMB E ROUND PLAN . . . Scale : 1/16 " =1' -0" r +•.' • 19 18' 16 • o 0 • D ISSUE' FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 • I I I I I I • I I I 1 1 I 1 1 I I I C ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 _ - - - - A B ISSUED FOR PERMIT PER ER #10 1/22/02 - 4/ .._ _ .- ,, _ _.1_ _-.�. -_._ . _ _-_ i -,--• - -- _ - _ �_ - - — - ISSUED BIDS 2/11 /0 — �___ �,_ _ A SSUED FOR B DS PER ER #8 1 1 2" HANGAR DRAIN PIPE 2" HANGA :DRAIN j o 1 0 3" DRAIN PIPE, TERMINA , ` MARK REVISIONS /SUBMISSIONS DATE � ! • I 1 1 1 (TYP OF 8� I 2" PCO (TYP) 1 i 1 5' -0" OUTSIDE BUILDING' I r i 1 r 1 ► r ► E Lo THE AUSTIN • I9 1 I I 1 1 1 1 \ ® COMPANY i n C � I O I I 1 1 I� I CONSULTANTS• DESIGNERS •ENC1NEER5•CONSTRUCTORS 1 -1 /2 DOMESTIC L J L J L J L J NORTHM'EST REGION A 18000 INTERNATIONAL BLVD., SURE S00 UP PLY� 3" HANGAR DRAIN;, PIPE p 0 I SEATTLE, WA oe>lea -4 -1--- T LAV 1 ' °: j H 4" SAN, DN. 3" HA GAR DRAIN PIPE 4 I — - - �"""�""'"'"°°"' { r � r - I r - r r, L WC .. T- . I 1 I 1 I 1 Consulting 1 I ° r CALL 48 HOURS ■ EMI En ineers , 4" SAN 4 ' FCO AL 1.1 L ,� I, I I,{ 9 9 I J ^ L J L J BEFORE YOU DIG 1201 Third Avenue, Suite 900 L ._. o la 1 1 4 1 1 or 1 1 1 1- 800 - 424 -5555 Seattle, Washington 98101 .._ •• •-•- •- �-- -- °- -- ,. J (206) 622 -5822 Fax (206) 622 -8130 . \-3 DRAIN PIPE APPROVED (TO OIL WATER SEPARATO) AIRPORT MANAGER • Rick Renaud I AIRPORT ENGINEER • . • . . . .. BELOW GROUND - . . PLUMBING PLAN KING o I EL DN sE AIRPORT E, NGTON Scale : 1/16 " =1' -0" Doe),...... LOT 14 REDEVELOPMENT RECE V D Ci OFT "'A HANGAR #2 PLUMBING PLAN JUL 1 2 ?on? (REL OCA TED S TRUCTURE ) PERMIT CENTER DESI BY: PROJECT NO. C r /� REG 01 -5769D 1 DRAWN BY: CAD FILE N0. • • REG 769PL102.OWG ' � , � ; CHECKED BY: DRAWING N0. 8' 4' 0 8' 16' 24' 32' 40' FPW DATE: • • �' ` �� e t S ` , i .� • • - NNE ♦ © A" Y • 8/14/01 PL1O2 SCALE. 1 EXPIRES 6 Q 1 SHOWN Q • 22x34 TITLEBLOCK (1 AUG01) • • . 1 4 4 ' ' $ 4 191 ® i7i 16, 141 @ 11 10 ® 8) 7 ® ® .6 2 0 . . . I 1 I 1 I I I ! - 11 ._ _____ 1_ _ __ l�._ 4 � . � Al THE DRY SP SYSTEM FOR THIS + I I : ".. 1 I 1 HANGAR SHALL BE DESIGNED FOR AN 1 1 � ! � � I I ORDINARY HAZARD OCCUPANCY P R 1 _ .- NFPA 13 I T r � ' ��:,�tN i I I I __ t . - -_!..t II I LJ LJ 1I II . �` L J ` ROOF PANELS LJ ' nn ,F!l I I TYPICAL � � 0 C3 ,) � DRY T;(PE FIRE RIS R ; ci WITH AIR COMPRESSQR, r r t r _ WALL INDICATOR VALVE, I i I i ; 1 I I I c t — 7 t Sc FIRE :DEPT. CONNECTIO !: i I 1 1 i I ' LJ LJ _J D ISSUED FOR PERMIT AND CONSTRUCTION PER EP . r , _.. I I �,....� _ �. _ 15 6 2 02 C ISSUED FOR CONSTRUCTION PER ER #12 4/17/02 B ISSUED FOR PERMIT PER ER #10 1/22/02 . . . . , Ft ---- - 1 ' A ISSUED FOR BIDS PER ER #8 12/11/01 MARK REVISIONS /SUBMISSIONS DATE CO THE AUSTIN . . .COMPANY . . CONSULTIWTS• DESIGNERS •ENGINEERS•CONBTRUCTOR4 NOHT WEST REGION 18000 INTERNATIONAL BLVD. BUTTE S00 SEATTLE, WA. 8!148 -4204 2044744500 www.theausthoOm 'MB Consulting Engineers 1201 Third Avenue, Suite 900 Seattle, Washington 98101 (206) 622 -5822 Fax (206) 622-8;30 APPROVED . AIRPORT MANAGER • • . . • ' Rick Renaud AIRPORT ENGINEER KING COUNTY INTERNATIONAL AIRPORT BOEING FIELD SEATTLE, WASHINGTON .. ......... . .. . .. . RE CEvb; - LOT 14 REDEVELOPMENT CIT .n ,•., ,, JUL 1 2 (002 HANGAR #2 FIRE PROTECTION FLOOR PLAN • PERMIT CENTER (RELOCATED STRUCTURE) '' •. , P( DESIGNED BY. PROJECT NO. 4 5iR REG 01 5769D1 / ly O DRAWN BY: CAD FILE N0. . „ � ' " REG 769FX102.DWG CHECKED BY: DRAWING NO. 4 8' 4' 0 8' 16' 24' 32' 40' t � I # FPW 4' DATE: t •. �� ' .s l r 4 8,14/01 FX102 EXPIRES 6/29/ p I SCALE: SHOWN O 22x34 TITLEBLOCK (1 AU G01) . / • 4 , 4 • 19 ® @ 15 14' 13 10 1 .... .. . . • I I , • 13 1 , I 1 1 . 1 3 1 1 NOTES - 0 1. SEE SHEET EP -402 FOR LOCATION OF PANr1 2. • • • ' 1 1 1 2 > SUSPEND FIXTURE FROM ROOF STRUCTURAL STEEL WITH BOTTOM 1 BAY 8 1 1 BAY 6 1 1 1_4_> I 800 1 600 OF FIXTURE 6" ABOVE TOP OF HANGAR uvOR HEIGHT. . 8 ! I 8 f I r 1 0 3 BOTTOM OF FIXTURE TO BE AT +6' -6` AFF. II I �! !i10 1110 I II 1 1112 U12 • • (� 1 I II 1 0 10 II 1 1 # I II 1O 1 II 1 #10 I F � MOUNT TO STRUCTURAL MEMBER ABOVE HANGAR DOOR HEIGHT i I 1 1 D #10 i I 1 I z � s > ROUTE HOMERUN TO PANELBOAR�J VIA UGHTING CONTACTOIP I L_ J I L - - Z MOUNTED ADJACENT PANELBOA RD. CONTACTOR TO BE • 13 LAV �►� I o CONTROLLED BY PHOTOCELL. ,;ONTACTOR SHALL BE MECH. • • T .. , 80 �3� t _ - I _ I• it I 1 ; 1 1 J o HELD, 30A, 3- POLES, IN NEMA 1 ENCLOSURE. SQUARE D I - - — I — — ,1 — — — i— — - -- - - - - a #LXG30 -120, OR EQUAL. 8U ,� j 8 j I ' #10 . • #10 • C i 1 I a 16 > MOUNT PHOTOCELL ADJ !CENT TO FLOODLIGHT FIXTURE 1 I ' /� �,� `� WITH PHOTOCELL FACING VORTH. PHOTOCELL TO BE 120V, SW 8. SUP OR T r- _ [-' - I SPST, TORK #2101 UR EDU.AL. PHOTOCELL SHALL BE TESTED ■ • , L. 90 1 1 I 1 1 - i I I n- TO ENSURE DEVICE IS ADJUSTED AND OPERATING PROPERLY. F -F5► J� 1 O ( 0 �- �,, ; w (f) A REPORT OF TEST PROCEDURES AND RESULTS SHALL BE 1 8 . ' FILED WITH THE OWNER PER THE NON-RESIDENTIAL ENERGY / 1 1 1 1 �� -�»- _ 8 _ 10 I I 10 _ _ 10 12 J 12 CODE 151.1.7. / 1- -I C SW TORK #A515M (OR ENGINEER APPROVED EQUAL) SPRING �� •_ N 1 BAY 7 1 I BAY 5 .1 A • 1! WOUND INTERVAL TIME SWITCH FOR CONTROL OF HEAT LAMPS. TYP. �� 0 - 1 70 5 00 8 8 I I 1 _ _ _ _ _ _ _ �; _ -_ - _ I�� _ _ _ _ Grp _ I 8. BRANCH CIRCUITS ROUTED THRU HANGARS TO BE RUN _ , -- =b. ,— - ' l AT FRONT 5 -FT. OF HANGARS SO THAT JUNCTION BOXES ARE - - - • - - - - - - - - - 6 - - - - - - C ACCESSIBLE WITH AIRPLANES IN THE HANGARS. r v `I 15 I I i 1 15 I 1 i 250 F-> TYP. E RELOCATE INTERIOR LIGHTING AND SWITCH, RELOCATE THE PHOTOCELL AND DELETE A FLOODLIGHT TO REFLECT CHANGE IN ROOM CONSTRUCTION. 0 0 0 10 • 0 2 11 0 0 • A E ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 • 1 I I 1 I 1 6 PANEL /13,15,17 I D ISSUE!) FOR CONSTRUCTION PER ER #13 5/ 14/02 (1 „13 1710 13 1/2"C,4 121 5 C ISSUED t CONSTRUCTION PER ER #12 4/17/02 • ` - - - - (I) - - - - _ • � _ — A B ISSUED FOR PERMIT PER ER # 10 1/22/02 i I A ISSUED FOR BIDS PER ER #8 12/11/01 • MARK REVISIONS /SUBMISSIONS DATE BAY 4 I I I I BAY 2 I i I t II Q THE AUSTIN • • 1 1 1 200 _ PANELC2 /1,�•. �I 14 ' - 12 12 `" 14 ^' 14 14 14 • COMPANY . - E -1 ll 1/2"C2/ 4. 2 , ;. .-v \e^ CONSULTANTS • DESIGNERS• ENGINEERS• CONSTRUCTORS - f I i ! M t I / " 11 � , -\ ' E 1 • I I SUPPORT e., 21000 INTERNATIONAL BLVD. SOD ea►rnE, I I #10 1 I I f I j 1 I I i 91 w� 961511-4204 - I _ - II I I • i . 1 I 1 1 . 1• 1 C) L. --i P ANEL 2/8,10,12. I- --I 11 Consultin cx EMI w 3/4 "C,4 #10 `� g Engineers • — - z ° 1 1� I I - 1 I I I TYP. 1201 Third Avenue, Suite 900 • • Seattle, Washington 98101 il � _ - - — - i_ - - - _ - - � _ � � � �— � (206) 622 -8822 Fax (206) 622 -8130 � z � APPROVED g - r- -1 ri `�� AIRPORT MANAGER a I I I I I T � - I i T . . w • . ( I .... , . . Rlck Renaud N 4✓ l 1 1 i t _ AIRPORT ENGINEER I 1 1 i 1 I __ 12 14 • L J 4- 14 ! _ 14 LJ 14 _ KING COUNTY INTERNATIONAL AIRPORT � 1 300 1 1 1 BAY 1 1 I JUL 1 «loz LOT 14 REDEVELOPMENT BOEING FIELD SEATTLE, WASHINGTON I BAY 3 I ( I 1 100 1 ELOPMENT (_ _ _ 1 _ _ _ - _ —ti _ • 1 _ - I f� - - _ - _ _ _ PERMIT CEN iEF • . . - - - - - - -- - b. �= - �---- - - _ - - - - - -� - HANGAR #2 LIGHTING PLAN 1 I 15 1 V I I I . I 15 1 1 I 1 I 1 I 1 I ( I 0 • / DESIGNED BY: PROJECT NO. 4 AyS4i HAS 01- 5769D1 w , • / DRAWN BY: CAD FILE NO. ' . •'t' • , ,i . HAS 769EL402.DWG • 4 ' 2' 0 4' 8' i 2' 16' 20' F `' � « CHECKED BY: DRAWING NO. HANGAR #2 LIGHTING PLAN • • ..� MIN � ' ` ' �r JRB DATE . • Scale : 1/8 " =1' -0T II II _ I�� — °.c pa;sTF� ' : S •oNA6 V , 9/5/01 EL-402 SCALE: . 0 22x34 TITLEBLOCK (tAUGU1) �t��i�.L��[Y�f I SHOWN . -- — s . i9 18 ; 17 1.6; 15� 14) 13 i 12;1 . . 1 1� ' 10, • I I I 1 I I I I I 'NOTES .. . _ o 19 °, #10 # 1 1 21 # 10 10 `' I # i o L� 48 "X48 ° X3/4' FIRE RESISTANT PL `iWOOD BACKBOARD FOR r) o - o m • j or) o TELEP►-rONE. MOUNT WITH BOTTCM OF PLYWOOD 24 AFT. ©! 2 ' 0 i I 27 I I PROVIDE A #6 AWG GROUND WIRE FRG'' THE GROUND BUS Ak ® TO THE TELEPHONE BACKBOARC. z I • 1 ! I 1 HO .. HD z 2 > SEE DRAWING ES -100 FOR CONTINUITION. • HD 1 I HD HD HD HD ,. � (PANEL : _ 2/16,18,20,22. 1 I 1 I t i I 3 I 1 o y 3. SEE DRAWING E -601 FOR FEEDER SIZES. 3/4 C,5# 10 #10 I I I y I i 110 M c_) # 10 I r '{ 4 > CONNECT TO WATER HEATER LOCATED ABOVE TOILET ROAM 1 ', 1- 1 3 z o ' CEILING. DISCONNECT SWITCH TO BE RATED 30A, 240V, 5o; 2 -WIRE. • • �� #1a v BAY 8 BAY 6 d w - _ - 1- L 116 18 - - , - i -® 1 800 - I - _ .` - _ - -1 ' - .- l - -® ( 600 I _ l _-_ - -- _ ___- - 1 - i ®- - _ I - m �- g � 1 5 CONNECT TO IJGHT FlXTURE, SEE DWG. EL -402. Il = , +42 -, h BAY 7 BAY 5 i �> PANEL 2/2,4,6. 1/2 ° C 4# 12. 1 0 GFI I!; � i a - 22 #1 o T I I 70 I I 500 j �,. r ! 7 > PANEL 2/16,18,20,22. 1/2 "C,5 #12. 8 ` ==� I ER SYSTEM AIR COMPRESSOR. ® ®1 I I I 1 � 1 > CONN ECT TO SP�cINK� c� . - 1 �' !� 19 f 1 21 #10 23 DISCONNECT SWITCH TC BE RATED 30A, 240V, 2 -WIRE. ., ® 1 .: HD HD HD HD HD i I HD 20 l 1 ' I PROVIDE RELY WITH 208V COIL IN CIRCUIT TO COMPRESSOR 20 © LAV li I I t . W P _ - I III 8a ® J EF L TO SEND TROUBLE SIGNAL TO FIRE ALARM PANEL IN THE }}�,--,, #8 #10 I I 1 1 •i 1 1 1 D; - �Iit 9. BRANCH CIRCUITS ROUTED THRU HANGARS TO BE RUN - Y-R - %r�l #10 1,; 9 I © l 1 ( 9 © 1 1 AT FRONT 5 -FT. OF HANGARS SO THAT JUNCTION BOXES ARE O © #10 1 1 ' p `H + I � 1 o o !; D ACCE SSIBLE WITH AIRPLANES IN THE HANGARS. .._d_ 20 - - o .' K •!t - _ � ' I - _ ,. - ll__-_#-io-----_ - - # � o- - i j - # 1 a �`�� 10 ! i ' ° 3— - # 10- - - - # 1 o- - _ — — �4;6; — — — — - r- - I - - - - � - - I -- —1 - - 1 — — — � CC 10. CONTRACTOR TO BOND INCOMING WATER AND GAS SERVICES 1 SUPPOR I 1 I 1 1 1 I I AND OTHER REQUIREMENTS OF NEC ARTICLE 250. SEE CIVIL S �� 90 1 DRAWINGS FOR INCOMING UTILITIES. 1 I 1 11 > PANEL 2/2,4,6. 1"C,2#8 & 2 10. # . • • • - . • . . . . . - . ,... - . . 12 PANEL 2/1,3,5,7,9. 1 "C,7 #10. C ®.' 0 ® 4 ®®® • • • I . 1. E ISSUED FOR PERMIT AND CONSTRUCTION PER ER #15 6/21/02 • 1 1 I 1 I 1 / ©• D ISSUES FOR CONSTRUCTION PER ER #13 5 T 1 o C SS IUD FOR CONSTRUCTION PER ER #12 4/17/02 . 10 23 + # l . _ � be - - - _� r A B ISSUE FOR PERMIT PER ER #10 _ 1/22/x2 /14/02 # 10 Gla #10 25 ri10 r, ' 01 A ISSUED FOR BIDS PER ER 8 12 11/01 • f �,: 1 #1p If 27 ?� 2 C.O. -� I ,: 100 #61 , # -i � � ® . ( ©( 2 ) L � � ® L__I ` I I - I MARK REVISIONS /SUBMISSIONS DATE , ® ® % PA 2/2 6 .; . Z ®� `1 PANEL 2 1/2 C,3 #12 a THE AUSTIN E4 ® I G� OUN' BUS _ • COMPANY Q 26 ' NO CONSULTANTS ■ DESIGNERS • ENGINEERS • CONST RUCTORS 1 1 HD _ HD HD 1 1 H D EI _ G INTERNATIONAL _ ■ I= I I " 1 I HD • ' G r �: NORTHWEST REGION 6 #} p I I I 5 1 I I I I 7 1 1 ca .- z0 ei44300 42°' 300 #10 PANEL 2/19,21,23,25,27. 24 �^, �' I I I I i A ; • BAY 4 ' � I I i 1 ; s J I I CALL 48 HOURS Il C onsulting Engine ors . p_ o i 1 400 • BAY 2 I 26 B .....--,- ,,,(:)a BEFORE YOU DIG 120 1 Third Avenue, Suite 900 - m i _ ®- 1 I - ,I - ® ( 200 - - - I - I - ®___ _ _ -. _ 1 ._ __.__ — _ Seattle, Washington 98101 • �I BAY 3 j BAY 1 1800'424'2 (206) 622 -5822 Fax (206) 622 -8130 . N lil . .. 1 3 0 1 ( 100 q 2 • ( . • APPROVED . . • I I I i I i r i i ( ♦ AIRPORT MANAGER I (D Rick Renaud 23 HD HD #10 1 HD HD 25 HD 1 t HD - AIRPORT ENGINEER 1 1 1 1 RECEIVEU r CITVOFnL "` "' KING COUNTY INTERNATIONAL AIRPORT • J UL 1 2 2 002 BOEING FIELD SEATTLE, WASHINGTON 9 - PEkM1T CR i � :]9 I LOT 14 REDEVELOPMENT .0- - .�--- _ ____,I... # 10 -- - - _ .--# 10 }- - --5 j;L# 10 �- #10 J. �7 - I-#10 _ o - - - . -- - ---- - -I_ - - - - - - - - � 1- - I I - - - cl = I f I � --1--___ - HANGAR #2 POWER AND AUXILIARY SYSTEMS PLAN I I 1 . I i DESIGNED BY: PROJECT NO. 1 1 1 1 1 I 1�A. HAS � ovwnsy dT I-. S 01- 5769D1 . ` �iv - �� , 11 DRAWN BY: CAD FILE NO. . HANGAR #2 POWER AND �' �_�, -�,,: _ �� HAS 769EP402.DWG XI 4' 2' 0 4' 8' 12' 16' 20' it ' ' CHECKED BY: DRAWING NO. • AU LIARY SYSTEMS PLAN - 4,,..• JRB VGIS�E1 2 1 �" DATE: Scale : 1/8 " =1 -0 I „ 09/04/01 , EP -402 SCALE: D I'. 1 2002 I NONE 0 22x34 TITLEBLOCK (1AUG01) • 1 M , a 4 ' 1 0 . - • . - - -- - • • . j r - IAV LAV 1 w _ 10 FOR IR 1 61_ E 51, I I, 41 r L AULL ! CONTRO © L2,4_ f . 1,0,A-1 C 2 t — -] ,3� 1 ► _ �2,4_, � 1\ 1 [ . ® _ , ► -_ - ,� �..�_ -. NOTES I I , -''7, t 6 ; . 5 , © - 1 1 ko �l7 1 GF � d 1 1 2'11- © !' 1 70 — — #.911d) B� > ; - (0, , 010 12,1, - r: I + HD , , i r = , HD 2 , t T O UTILITY MET ERING CENTER, SEE SHEET ES -100 TOR i I i . .1� 11 _ - 4 1 2 /\ ® l� 1 1 e i � 3 "' r 1 A #--1, ; ,' ,j/ �� ir © y ild _ OFFlCE �. I EF f/�1�, { �► © AA 11 OFFICE j- _- .- LOCAT,QN. • 9 " L`� 11 i • 0 � �._� 60 { I 50 1 12 I I ()Tio © 9(I I I 11 I 40 �� 60 - . _ " ' ! i = I i t 1 2 > CONNECT TO WATER HEATER LOCATED ABOVE TOILET ROOM i �.:: 2 C.O. j HD f OFFICE HD -� II t \E P k HD I-I I F 1 L1 ALARBOO PEL 2 L 3- 5/8,10,12. I I I I PANEL 3- • ; c. F , ETERING CENTER, W.P. 1 PANEL 3- 6/7,•, . 1/2"C,4#12 r PANEL 3H/2,4,6. LJ 1/2 C,4 12 PAN - 1 LI I 1/2 C,4 #12 i 4 DELETED. 1� 1/2 " #i2. PANEL 3 5/ ,3,5. 1 I i m l _ © PANEL 3- 6/2,4,6. 2 C,4 #12 PANEL 3- 4/2,4,6. J 1/2 "C,4 #12 4 " 1/2 "C,4 #12 , _J I � t � 3/ CO . i �ll BAY 6 N_ E BAY 5 BAY 4 II 1 .i -i I� ' 600 ( 3/4 "C.O. ,_ 1 500 I 400 I - 3/4C.O. :. ��_ 17 CONNECT TO LIGHT FIXTURE, SEE DRAWING EL -403. TYPICAL. GFCI, . • 4 . f—i 6 5 r 1 f 6 . . II S EE DWG. ES -100 z 16 MOUNT TRANSFORMER ON CEILING OF TOILET ROOM. TYPICAL. - .P FOR CONTINUATION � 1 1 � I 0 A i. is rR. PANEL 3H f t I I I l z 7. DELETED , Z i I I I 1 I � �w GROUND BU I I I I 1 ! i • �. 7 HD HD HD L HD 8 I 7 HD L HD I-I o 8. CONTRACTOR TO BOND INCOMING WATER AND GAS SERVICES Li- I AND OTHER REQUIREMENTS OF NEC ARTICLE 250. SEE CIVIL - • - . " � • 1 1/4 "C.O. • • - • • 1 1 /4 " C.O. • • 1 " C.O. o DRAWINGS FOR INCOMING UTILITIES. • 1 e, e) ; o► z z 1 > 1 1/2" C.O. TO TELEPHONE CABINET. 0 s a ECW 3/4 C., SEE SHEET ES -100 FOR CONTINUATION. 9 [ �]F { I N 1 t t > 3/4" C., SEE SHEET EP -404 FOR CONTINUATION. I f ! ® TELEPHONE TERMINAL CABINET WITH INTERNAL PLYWOOD . L- ._I I BACKBOAR TO BE PER TELEPHONE UTILITY COMPANY • • • . D 0 a.m.. iq te?? REQUIREMENTS. CABINET IS 57 "H X 25 "W X 7 "D. • - — LAV -I r LAV - -- - - - - 1 31 -r * I . f 4. ( 21 _ I I I / 1 • g — 1,3 1 ' ' �,_ ! - 2,4_ _ _ LAV_ - r - I - 1 - : r d i. 8 9 1 a , . 5 `/" ' © - _ 9 1 +u 8v O 9=- u 7 v Z 1 1 0 1012 4 _ _ _ F '�' f ® 1 I E ISSUED FOR PERMIT AND CONSTRUCTION PER ER 15 6/21/02 91 -o 4 HD 12 / \� ®\ 1 , 1 11 HD 8 �!l=F+ 2 C1 -1 i, iI ? ° D ISS�'ED FOR CONSTRUCTION PER ER #13 5/14/02 -- _ ' 1 ' IN _ _ I OFFICE r I ® • I I © �® 1 f OFFICE -- __ ' GFGI ® I 10 - ; 8 C ISSUE., FOR CONSTRUCTION PER ER # 12 4/ 17/02 6 0 30 12 I 1 ® I 10 g{ 1 I I 11 20 ■ _ i{!1 ~ 7� i © - _ - 74-1 10 10 o _ ` 8 O B ISSUED FOR PERMIT PER ER # 10 1/22/02 • • 5 t - i ` ) 6 j' ©� 1 2 01 / \� A ISSUED FOR BIDS PER ER # 12 11 me mil i �L 10 'I' //--t }--I HD 8 7 .- 1 --t t- * �:. OFFICE 12 r 1 e m / / H 1 t HD (I HD -I 10 1 1 Q MARK REVISIONS /SUBMISSIONS DAT i L 3-3 T 1 { P ANEL 3 3 I I I i - L o THE AUSTIN • • � 1 . 1 1 PANEL 3 -20 � 5. )10 Z -41-3 • o- 8 1 ® COMPANY PANEL 3- 3/8,10,12. I I 1 HD . CONSULTANTS •oe siGNERB•ENGiNEERS•CONSTRUCTORS HD r 1 /2 C,4# 12 ( I I PANEL 3- 2/7,9 1 PANEL 3 - I HoRnrESr REGION I I I - MOO IN SEATTLE, n w� BL�20 300 . • h I PANEL 3- 3/1,3,5. L.J L.J . , PANEL 3- 1/8,10,12. i 2"C,4#12 ' PANEL 3- 2/2,4,6. 1/2 "C,4 #12 I t • 1111• 3/4 "C.O. 1/2 "C,4 #12 { PANEL 3- 1/1,3,5. t I BAY 2 C,4 #12 L_ _ Consulting Eng;neers © 300 200 , 1 ~ ? 1 Third .1i. ( . • ,.. 3/4 C. O. � 20 herd Avenue, Suite 900 3 C Washington 98101 z 6 5 I --1 . I � 6 A (206) 622 -5822 Fax (206) 622-8130 BAY 1 Seattle, Q { I I I f ( 100 1 I I I I I -- 1 APPROVED O I ( I • I 5 I ( AIRPORT MANAGER . 8 I .. .... .. L o I I HD HD 8 =. a' HD HD � i - - AIRPORT ENGINEER 1 "c.0. f 3 /4 "C.O. \_J " CITROFE' "K KING COUNTY INTERNATIONAL AIRPORT RT HD 0 HD 8 JUL 1 2 2002 BOEING FIELD SEATTLE, WASHINGTON 4 , W z ^' ' -• PERMIT LOT 14 REDEVELOPMENT J iW = d. CENTER I Li 1! F F . • Ii) II, � F [ HANGAR #3 POWER AND AUXILIARY SYSTEMS PLAN I u ___,L i 0 / � q�... � F �,, DESIGNED BY: PROJECT NO. HAS _ 01- 5769D1 I F•�� , - . DRAWN BY: CAD FILE NO. � • ` / `: J r '' HAS 769EP403.DWG HANGAR #3 POWER AND 4' 2' 0 4' 8' 12' 16' 20' •' i r • CHECKED BY: DRAWING NO. AUXILIARY SYSTEMS PLAN ° $ DAB : s SiGNAL01 9 /5/01 EP_A03 Scale : 1/8"=1'-0" SCALE: 0 • �LPIRIF$ - i i . - SHOWN • • 22x34 TITLEBLOCK (1AUG01) ' • . 1 F • 1 • D 02_0198 35mm Dr • #1.1.85 • ' I 1 i � :i I t i i I I ! O Inch 1/16 1 2 3 4 5 6 • • S qt t c,t, t �i • ,_.�. o IIIIIIIIIL IlIll1111 111 11111l 1111 I1 1111 11111111I 1111 1111 1111 11lllllllllllllllli�llllll II�II�III (��i�I ��I��h III , • • .....-4 U o (� � � (� D (�(� �Y �( M PURCHASER RESPONSIBILITIES v D N G SYS EMS 1. IT IS TH E RESPONSIBILITY OF THE PURCHASER TO INSURE 6. THE PURCHASER IS RESPONSIBLE FOR ALL AFFECTS THAT MAY SuBmr[nrAL THAT ALL PROJECT PLANS, SPECIFICATIONS, PACKAGE AND APPLIED BE IMPOSED ON FACILITIES, LANDS, ROADS, BUILDINGS, ETC.. DESIGN LOADS, FULLY MEET THE PROPOSED INTENT AS WELL AS LOCATED WITHIN THE PROXIMITY OF THE NEW STRUCTURE BY T HE COMPLY WITH ALL APPLICABLE REQUIREMENTS OF ANY GOVERNING NEW STRUCTURE, AFFECTS INCLUDE BUT ARE NOT LIMITED TO FILE COPY AUTHORITIES. AND TO OBTAIN THE APPROPRIATE APPROVALS AND /OR SNOW SLIDING, OR DRIFTING, AND WIND LOADING, SHEDDING OR BUILDER: STEELCRAFT - -,- ---- '-"" —' 1 PERMITS AS MAY BE REQUIRED FROM CITY, COUNTY, STATE, OR VORTEX ACTION. CUSTOMER: HANGAR 2 - MUSEUM OF FLIGHT FEDERAL AGENCIES. 7. UNLESS SPECIFICALLY STATED OTHERWISE WITHIN THE SUN BUILDING 2. IT IS THE RESPONSIBILITY OF THE PURCHASER TO COMPLETELY SYSTEMS 'PURCHASE OFFER', THE FOLLOWING SHALL GOVERN: LOCATION: TUKWILA, WA UNDERSTAND WHAT SUN BUILDING SYSTEMS IS INCLUDING OR a) IN CASE OF DISCREPANCIES EXCLUDING FROM ARCHITECTURAL PLANS AND /OR SPECIFICATIONS. E CIES BETWEEN SUN BUILDING THIS PROJECT IS SCHEDULED FOR SHOP FABRICATION AND IS SUBMITTED SYSTEMS STRUCTURAL STEEL DRAWINGS AND FOR REVIEW ONLY WITH THE FOLLOWING PARAMETERS: 3. IT IS THE RESPONSIBILITY OF THE PURCHASER FOR OVERALL PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL BASIC BUILDING SIZE: SPAN 484' x LENGTH 322'1 3/4' x EAVE HT. 17' -10 3/4' PROJECT COORDINATION, INTERFACE, COMPATIBILITY, AND DESIGN DRAWINGS SHALL GOVERN. ROOF SYSTEM: R36 COLOR TURF GREEN GAUGE 24 CONCERNING ANY MATERIALS NOT FURNISHED BY SUN BUILDING SYSTEMS b) SUN BUILDING SYSTEMS QUALITY CRITERIA, WALL SYSTEM: W36 COLOR SANDSTONE GAUGE 2 , r ,f\- \1 WITH THE SYSTEM TO BE FURNISHED BY SUN BUILDING SYSTEMS. STANDARD PRACTICE, METHODS AND TOLERANCES. TRIM: COLOR T. GRN. /S.STONE GAUGE 24 Giy ;':;::';,' °' .''� THE SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE is ' ' BETWEEN MATERIALS MUST BE FURNISHED BY THE PURCHASER c) WHEN WINDOW AND /OR DOOR OPENINGS HAVE A PRIOR TO RELEASE FOR FABRICATION OR THE COMBINED AREA GREATER THAN 15% OF GROSS WALL AREA DESIGN CODE: UBC EDITION: 1997 LIVE LOAD (ROOF) 20 PSF STRUCTURAL DEAD LOAD 4 PSF HE DESIGN ASSUMPTIONS ON ANY WALL, AND THE BUILDING 15 DESIGNED AS . SNOW LOAD 25 PSF AUXILIARY DEAD LOAD 3 PSF OF SUN BUILDING SYSTEMS WILL GOVERN. 'ENCLOSED', THEN THE WINDOWS AND OR DOORS 4. IT IS THE RESPONSIBILITY OF THE PURCHASER TO VERIFY ALL DESIGN REPRESENTIN T SEISMIC ZONE 3 Z = 0.3 1 : 1.0 , ' . W. 4. CRITERIA INCLUDING DEFLECTIONS AND NOTIFY SUN BUILDING SYSTEMS G HE EXCESS ABOVE 15% SHALL BE DESIGNED WIND DESIGN: SPEED ZONE: 80 MPH, EXPOSURE: C I : 1.0 ' OF ANY DISCREPANCIES OR INC AND DETAILED FOR APPLICABLE LOADING, THE PURCHASER. INCONSISTENCIES PRIOR TO RELEASE d> THE SUPPLYING OF SEALED ENGINEERING DATA A AND WIND LOAD UBC qs Ce I 18.28 PSF • :rt " � FOR FABRICATION. DRAWINGS FOR THE METAL BU OPEN: MEZZANINE FLOOR 5. THE PURCHASER IS RESPONSIBLE FOR THE ACCURATE SETTING ILDIRG SYSTEM DOES ENCLOSED: LIVE LOAD -- PSF DF ANCHOR BOLTS AND ERECTION OF STEEL IN ACCORDANCE W1TH NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT APPROVED DRAWINGS ONLY TEMPORARY SUPPORTS, GUYS, BRACES, SUN BUILDING SYSTEMS OR ITS DESIGN ENGINEER LISTED BY BRAUN INTERTEC FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PARTIAL: ii___. DEAD LOAD -- PSF STANDARD ALLOWABLE DEFLECTIONS: PURLINS: L/240, GIRTS: L/240 ICBO APPROVED FABRICATORS REPORT NO. FA -348 PROFESSIONAL FOR A CONSTRUCTION PROJECT. THESE FRAME DEFLECTIONS: PRIMARY AND END FRAME DEFLECTIONS BOTH HORIZONTAL DCLU APPROVED FABRICATORS ID. NO. 7241 ERECTION OPERATION WILL BE DETERMINED, FURNISHED AND DOCUMENTS ARE SEALED ONLY AS TO THE COMPONENTS AND VERTICAL ARE LISTED WITHIN THE 'STRUCTURAL CALCULATIONS' PACKET CANADIAN WELDING BUREAU CERTIFIED. NO. Y53 INSTALLED BY THE PURCHASER. ; . =1�h ; � FURNISHED BY SUN BUILDING SYSTEMS. - - " ti ��w' ZLLI. e) ANY FIELD MODIFICATION OR ALTERATION, OR THE ATTACHMENT _..- ' ` 11S �,'V:�.SAr 7.4('- OF ANY EQUIPMENT OR COMPONENT TO SUN BUILDING SYSTEMS � GENERAL NOT °�� "�' NOTES: ' ` �` _ - - - " � `' ' ! � �'�' '=► •�,�_: '1 �a � DI, INSTALLATION ASTM ECEAVIED _ ' ' '��' � , r Y ';OF METAL AN Y SPE NG S OR OR P LS DESIGNATION , , !ED SYSTEMS PART I THE OMITTED LDIN WITHOUT THE EXPRESS 1. MATERIALS HOT ROLLED MILL SHAPES A572 -97 GR.50 FY = 50 ksi MIN. c ' `) � :� WRITTEN APPROVAL OF SUN BUILDING SYSTEMS SHALL VOID - = D t \L.— � ;- � A529 96 GR.50/55 FY 50 ksi MIN. . - �: �� ANY AND ALL WARRANTIES. HOT ROLLED FLAT BAR STRUCTURAL STEEL PLATE Li ' ° ' ' ` ' �' r' A572 -97 GR.50 FY = 50 ksi GR. 50 � � ---- ' 1 o, -c = '0 ; c3 s , ' _s� F) ALL STRESSES AND REACTIONS LISTED WITHIN THE �.�^ � �?�� , COLD FORM _ L __ __ __ > ! ' �' °4 � ED LIGHT GAUGE SHAPES A507 -97 SS GR.50 FY - 50 ksi GR. D '� "�'' DRAWINGS AND STRUCTURAL CALCULATIONS, HAVE BEEN COLD FORMED LIGHT GAUGE SHAPES. A A653-97 _ RE ID `:�'?. -- ' - - "" � �� "� __-- SSr " 4 �y�g� . GALV. A653 97 SS GR.50 FY 50 ksi GR. D Rip MID'DLE�� `- Y : ,, s , " � ' ^ ., ""tftDUCED 25Z AT LOADING COMBINATIONS THAT INCLUDE ROOF & WALL SHEETING A792 -97 SS GR.50B FY = 50 ksi GR. D 26GA I EXPIREE 12/26/63 i WIND OR SEISMIC FORCES. ROOF & WALL SHEETING A792 -97 SS GR.50B FY = 50 ksi GR. D 24GA BOLTS A325 -97, TYPE 1 PURCHASER AP STEEL PIPE A53 -97 GR.50 FY = 35 ksi MIN. APPROVAL: COMPANY .i STRUCTURAL TUBE A500 -98 GR B FY = 46 ksi MIN. I (WE) HAVE REVIEWED ALL INFORMATION CONTAINED HEREON AND CABLE A475 -98 EHS = 7 STRAND (EXTRA HIGH STRENGTH) HAVE FOUND IT TO BE CORRECT. ACCURATE AND CONSISTENT WITH SIGNING PARTY: 2. PRIMER MY (OUR) INTENT AND PURPOSE. I (WE) HEREBY REQUEST FABRI- SHOP PRIMER IS A RUST INHIBITIVE PRIMER. THIS PAINT IS NOT INTENDED FOR LONG-TERM EXPOSURE TO THE ELEMENTS. CATION BE OMMENCED. AND ACCEPT ALL PURCHASER RESPONSIBILITIES. TITLE 3. A325 BOLT TIGHTENING REQUIREMENTS I E U ER STATE THAT I (WE) ARE AUTHORIZED DATE TO PROVIDE ACCEPTANCE ON BEHALF OF THE LISTED COMPANY. ALL HIGH STRENGTH BOLTS ARE A325 UNLESS SPECIFICALLY NOTED OTHERWISE. DIRECT TENSION CONNECTIONS UTILIZING A325 BOLTS ARE IDENTIFIED BY ' x '. BOLTS IN THESE CONNECTIONS ARE TO BE INSTALLED AND TIGHTENED USING THE ' TURN -OF -NUT ' METHOD IN ACCORDANCE WITH SECTION 8.(d) 1 OF RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING REVISIONS ASTM A325 OR A490 BOLTS (11/13/85). ENDORSE BY AISC. IT IS THE BUILDERS RESPONSIBILITY TO ASSURE PROPER JOB NO. TIGHTNESS. 7/10/02 2002 MORGAN ROAD ALL OTHER BOLTED CONNECTIONS UTILIZING A325 BOLTS ARE SHEAR /BEARING CONNECTIONS. BOLTS IN THESE CONNECTIONS SUNNYSIDE wA. 98944 8/6/02 (509) 839 -7000 1987 ARE TO BE INSTALLED AND TIGHTENED TO SNUG TIGHT CONDITION IN ACCORDANCE WITH SECTION 8(c) OF THE ABOVE FAx <509> 837 -8064 9/4/02 REFERENCED RCSC SPECIFICATION. THREADS ARE NOT REQUIRED. BY DESIGN. TO BE EXCLUDED FROM SHEAR PLANE. UNLESS B U L D I N G + T E M " SOLUTIONS SPECIFICALLY NOTED. ONS + SERV I GE i I 1 I;' 11' - I I I '' I I i I..1...2., i i I ,.i , . I I I i . i ..i., i, I ..., I S I ! 1 � i 0 Inch 1/16 1 2 3 4 5 6 ' 11111iIiiiiIi iiiliiii�iiiiliii�diiiiliiiiI ,1 ii 11 i 1 iiiiiiIii► IIII IIIIIIIIIIIIIIIIIIIIiiiiiiiIIIIIIIIiilliilliiiilliiiliill ��I�iii�iiiil��1��I 61' • . DRAWING SYMBOLS AND CODES PART MARK & ABBREVIATION GLOSSARY - THE FOLLOWING ABBREVIATIONS ARE USED AS PREFIXES FOR ?ART 'MARKING . IN THE FOLLOWING CONVENTION: EX. COL 1 OR XB3. COLOR _ • RF - COLUMN AND RAFTERS 1 1/4' EC - ENDWALL COLUMNS .0--..---/ 1 : __ 4' —- -4 • --_' 4 FB - FLANGE STRUT FOR GIRT AND PURLINS 12' 12' 12' G - GIRT ' DH - HEADER __ 36' PW - PARTITION WALL COLUMN DJ - JAMB 'R -36' ROOF PANEL P - PURLIN 'W -36' WALL PANEL CB - CABLE, ROB, AND ANGLE BRACING Fy = 50 ksi PURLIN 8. GIRT LAP INDICATOR - OVERLAPS FOR CONTINUOUS PURLINS & GIRTS ARE CODED AS FOLLOWS 1'2 -3/41 = 1'2 -3/4 LAP 1' 2- 3/ 4 2 15/16' 2' S - 3/ 4I = 2' 5- 3/ 4 LAP 2 1/8' 2 1/2' t 1 2' 5- 3/ 4 -3/4• NOTE DO NOT PLACE AUXILIARY LOADS / 1 ON PURLINS OR GIRTS UNLESS 8 1/8• , _�_ _ --- THEY ARE DESIGNED FOR THESE 10 l0 �- �'' LOADS. WHEN HANGING AUXILIARY ``II � - `- - ' - --� \ .' LOADS FROM PURLINS. DO NOT L.),) ; ` l i `I SUPPORT OFF BOTTOM FLANGE 2 3/8 L OR DRILL HOLES IN BOTTOM _ 1-3/4' j FLANGE! _,• .:a � 10' GIRTS — G 10' DOOR /WINDOW FRAME RAKE CHANNEL RC -14 (14' —0 ") - - ,�, \NC �� .. 'I ,,, Fy = 50 ksi JAMB — DJ HEADER — DH Fy = 50 ksi ; �1� 4 � �---- T . , : ;- , :: y - r= `v Fy = 50 ksi �,; r:,'. =', - �' F x w , .� , � 2 1/8' 2 1/2' 4 ti . UU ,o � r � V J'' r 7 .p `? ibC i ,< f r .� �. � . IEXPIRES 12/26/ O '3 1 8' 8' 2 3/4' 1 1 1 / 2' -.I r- i 1 3/8' --.1 i--• 2 3/8' VARIES P11/8' I" T' i _ 2' 7 1 1/2' 7 1 3/8' ■ . 1 -3/4' 1 8 ' T 7 8' PURLINS — P 8" CEE PURLIN — P EAVE ANGLE SEA— BAS ANGLE B-'-14 RAKE ANGLE RA -14 SAG ANGLE SA -14 OR SAG ANGLE SA -25 Fy = 50 ksi JAMB — JB HEADER — HD 16GA. x 14' —0' • A. x 14' —0' s 16GA. x 14' —0' 16GA. x 14' —0' ,09GA x 25' —0' • Fy = 50 ksi Fy = 50 ksi Fy = 50 ksi Fy 50 ksi Fy = 50 ksi Fy = 50 ksi D 2 . 1 qg DATE NO. • REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 05/31/02 ? AA. 2002 MORGAN ROAD COMPONENT SHEET JOB NUMBER FILE NAME CHECKED ENG REV SUNNYSIDE, WA. 98944 LOCATION : TUKWILA, WA CSFN (509) 839 -7000 C01987 1..�� THIS DRAWING IS NOT BUILDING. SYSTEMS FAX X509) 837 -8064 BUILDER : STEELCRAFT CONSTRUCTION SHEET OF — TO SCALE $OLUT I ON$ ♦ • E RV I CE i 16, 1 1+ . � I 1 1 1 1 1 1 1 ++ i' r I ! I i + i 0 Inch 1/16 1 2 ;3 ' s 5 6 1 11 1M11111111111111111111111111111111.1111 ' Ill!11111111111111 1 111ii1 h1111111111II1111111111111111111111111111111111111i111 .II tlii ii 1111111 II!III1 • ki km.............. • Dia= 3/4" 'P o 3 r ----- 1 vl o f � - - N —_ co CI 4 „ ' EW - 1 2' 2" O 322' -0 3/4" OUT -TO -OUT OF STEEL t 8 + Y-1" DETAIL A 02 0 0 ® ® 0 ® ® 10 O 11 12 13 O 14 O 15 O O 16 O 17 Dia= 3/4" #% »' -0 3 22 -O" 16 -0" 22' -0" 16' -0" 22' -O" 16' -0" 22' -O" 16' -0" 22' -O" 16' -0 " ' -0" 1 " '- '- Y 1 M 6 �/ vlo� - 22 _ _ 6 -0 a _ 22 0 1 6 U 22 -0 1 -0 3/8 —1-- I t o I o n 4 EW • • See Plon 2 ' 2" _ DETAIL B ' Dia= 3/t 6" Q $ X- Brocing X- Brocing X- Brocing X- Brocing "' : - i W A r I = S S 1 S = 1 + 0 W ® � —. 4 11 N 12' -1 1 --I C C C C C C C C A I_. I co o ® - o • , - B o m 12 -11" 1 ~. c N B i O 0 th o D 0 o 2' - 1O' I I I I Z _ _ thth _ thth D 2 " ' 2 " o See Pion o CO B L oo B 0 DETAIL C I E '- o - N � j 12 -11 ■ Dia= 3/4" 0 1 12 -11 x --- A C C= I C C C C c c A H X 6 _,, 1 O = I v _ 1 _ = I 1 = X- Bracing = i N X- Bracing X- Brocing X- Bracing = Q — r — ® 11 ; 1 o . Z [ I ' 1 4 1/4" W 2 2" W v ' DETAIL 0 FRAME LINE .../...-. 17' -0 318' 22' -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22 -0" 16' -0" 22' -0" 16' -0" 22' -0" 16' -0" 22 -0" 16' -0" 22' -0" ..j.r-0 3/8' DIMENSIONS O O O 0 ® C.) 0 ® ® 10 11 12 13 14 15 16 17 18 ANCHOR BOLT PLAN NOTE: All Base Plates 0 100 -0" (U.N.) -.16. W,,.�, K M1 f,. 4A . \1LLL4, � ..` � r -. 'IL: --- - - -: -- - .- -- -- - _ ----. '•4 w - s., F� \',',: I i o = I: ' f ' ' I '...r r I ' , •. 1; , ' � % �1 ., _ .. , L U k . !--= ' - / I i . �'p �'G g T L �'- —'� ',4 s' R E 1 D MIL' � i '; __ : r': -) j , I l l � � � V _.... JUN 0 3 2002 _ .... , EXPIRES 12/26/ mai. fq DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. ' 05/30/02 .� o sun FILE NAME CHECKED ENG REV S U 2002 MORGAN ROAD ANCHOR BOLT PLAN — NNYSIDE, WA. 98944 LOCATION TUKWILA, WA JOB NUMBER AB ` r� S FAX (509)3837 -8064 C01987 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE •OLUT I ON$ + $E RV 1 CE )(.. I I 1 I Ii I I f' I i I I. -• i I I I( 1 i;i'liii 1 v 1 '. I i I • I : t i 't 1 I I ! y 1 I 0 Inch 1/16 1 2 3 a 5 6 _ ' Y t 'WTr "T,Y►'rrr , 1 , t 0 IIII 1 I111 1 11111111111IIIIII111 . II . IIIIIIIIIII11- 1111111.11,1111111111111111111 1111111111111111111111111IIIjIjj111111I�IiII )IIIIIIIIIIIIIIIIIIIW `�� } r V� 1 W rlS/ . ' , :kf'r cv\ a.., "4-(1.1(...4,A . o ?f:):; "? `. "1 .7 � ` + . • ' ; AUG . ( : 2 :-_ -, , 18 O 322' -0 3/4' OUT -TO -OUT OF STEEL -' ® O 0 0 ® 0 ® O ® 11 12 13 ® C' 17 17' -0 3/8' , 22' -0' 16' -0' 22' -0' 16' -0' _ 22' -0' 16' -0' 22' -0' ` 16' -0' 22' -0' _ 16' -0' 22' -0' 16' -0' 2 4 ;; ::::(:)::.:.;';‘ 1 j° 6'-0' 22' -0' t7' -0 3/8'� . I N .-4 N N .-+ . , 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 1 I ?q cal 02 p pq m 02 02 W 02 AO CO GD LID W �,.� W W W W W W W W W W W W W W W Li W W ® Q - JB -2 _ = JB -1 = 1 JB -1 = _ J -1 = 1 , RF1 -1 R -4 H v Li 12' -11' ;' EC -3 RF2 -1 RF2 -1 RF1 -1 RF1 -1 RF1 -1 RF1 -1 EC -1 N 12' -11' ce N N cu cu cu cu cu cu cu N N cu N N N N c ` O W -� EC -4 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 H W 0 o r. -. ... ., -. . . 1 -. . .� L. w w w w w w w w w c a O • ce c ce X . ce c, ce c . e4 EC -2 i 4 0 1 1 1 1 1 I I I 1 I • I I I I 1 I I o 1- — RF2 -3 RF2 -5 RF2 -3B RF2 -5B RF2 -3 RF2 -5 RF2 -3B RF2 -5B RF2-3 RF2-5 RF2 -3B RF2 -5B RF2-3 RF2 -5 RF2-3B RF2 -5B 0 0 �EC -2 I- N 0 12' -11' w - EC -4 w 12' -11' 1 RF2 -4 RF1 -1 RF1 -1 RF1 -1 RF1 -1 RF1 -1 RF2 -1 RF2 -1 ao � g EC -1 I = JB -1 I = JB -1 I Z JB -1 1 = JB -2 EC -3 N N N N .� N CU N _ 4 0 <3 7 � N 02 1 N 02 I N 02 02 02 02 02 02 02 02 00 CZ I= 02 Ci2 CO C12 M 7 1 1 I 1 I I 1 I I I 1 1 I W W W W W W W W W W W W W W W W W W CI t7' -0 3/8• 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 17' -0 3/8' a . FRAME LINE _ DIMENSIONS `. J (-.) ® ® ® © ® ® o 10 f t ,, . 1 1 12 ® � I , , � H : , r:::\ � 5 16 Cps 18 u ; . ! ` ' . 4`:..i' fi t. � I . L . ] Y 1 1' , ' 1 t:; ;: t, � I -1--` ___.______ _ —� I I i IN , di 11 ,.., 1 __, DO a.. I qgo DATE NO. REVISIONS BY CHIC DATE DRAWN ENG CHECKED 0 s u DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 05/30/02 F ILE NAME CHECKED ENG REV 2002 MORGAN ROAD PARTMARK LAYOUT JOB NUMBER ILE NA UT SU C509) 7 00944 LOCATION : TUK WILA, WA C01987 THIS DRAWING IS NOT BUILDING SYSTEMS FAX C509) 837 -8064 BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE INUIT I ON$ +SERVICE 2.a. /6 1 . 1 • • I • 1 I I I I 1' I 1. i !' I i ,., I i; i`i, i r! 11 1 r 1 i i ' i 1 i .., ' -, 1 • • , • i, 1 • 0 Inch 1/16 1 2 , 3 ' ' '. I ? r t om , yr VJ. _s— — r g _q _._.T r ii. t .__,J _. v . __ 2 = �.... -- �:—: 17 — L .... IiimmdIIIlIIIIIIIIIIIIIII�IIIIL uiliIillilillllilllLII�IIIILIIII iffiliffilllIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIi Illiliillllil 6.1.- 4 • s i NOTES FOR REACTIONS Building reactions ore based on A the following building data: D - D Width (ft) = 48.0 - Length (ft) = 322.1 _ Eave Height (ft) = 17.9 17.9 Roof Slope rise /12 ) = 1.0/1.0 Dead Load (psf ) = 4.0 Collateral Load (psf ) = 3.0 1 2 Live Load (psf ) = 20.0 2 ~- 1 Snow Load (psf ) = 25.0 I I I 1 Wind Load (psf ) = 18.3 . Wind Code = UBC 97 Exposure = C Closed /Open = P LINES 4, 5, 8, 9, 12, 13, 16, 17 REACTION (KIPS) LINES 2, 3, 6, 7, 10, 11, 14, 15 REACTION (KIPS) Importance - Wind = 1.00 Importance - Seismic = 1.00 DESCRIPTION SUPPORT HORIZ VERT DESCRIPTION SUPPORT HORIZ VERT Seismic Zone = 3 Seismic Coeff (Co) = 0.36 D +L 1 -0.11 16.08 D +L 1 -0.11 16.08 D +L 2 0.11 17.47 D +L 2 0.11 17.47 D +W 1 ±3.19 -6.58 D +W 1 ±3.19 -6.58 ANCHOR BOLT SUMMARY . D +W 2 ±1.86 -9.32 D +W 2 • ±1.86 -9.32 Qnt Loc Dia Proj (in) (in) _____ - - -- �� -n r- O 16 EW 3/4" 2.25 F �� .,, _ I81 128 RF 3/4" 2.50 D A D A 1 • BRACING REACTIONS, PANEL SHEAR L____�. -- - ' 1 2 ~' 3 "- 4 "- 4 3 " 2 "- 1 ~ R � � � i ' ; . ` - . f\, .._ ;.. Reactions k 1 1 I I - I I I �_T.... M_ -- Woll -- Col -- Wind - -- - Seismic- Loc Line Line Horz Vert Horz Vert L_EW 1 B 1.9 2.1 1.2 1.3 LINE 1 REACTION (KIPS) LINE 18 REACTION (KIPS) A 1.8 2.0 1.2 1.3 DESCRIPTION SUPPORT HORIZ VERT DESCRIPTION SUPPORT HORIZ VERT F_SW A 2 ,3 1.4 1.1 3.5 2.6 6 ,7 1.4 1.1 3.5 2.6 D +L 1 0.00 11.10 D +L 1 0.00 11.10 10,11 1.4 1.1 3.5 2.6 D +L 2 0.00 4.78 D +L 2 0.00 4.78 14,15 1.4 1.1 3.5 2.6 R_EW 18 C 1.8 2.3 1.2 1.3 D +L 3 0.00 4.75 D +L 3 0.00 4.75 0 1.9 2.4 1.2 1.3 D +L 4 0.00 2.29 D +L 4 0.00 2.29 B_SW 0 17,16 1.4 1.1 3.5 2.6 + - ±0.85 - 77 D +V 1 +0 -2 . .`' LLL.I.,� 13,12 1.4 1.1 3.5 2.6 D W 1 2. t D +W 2 - 2 . 59 -2.09 D +W 2 ±2.59 122.0089 4'� F w��s :,-„-.:':'4'," 1.4 1.1 3.5 2.6 y_ f 5 ,4 1.4 1.1 3.5 2.6 D+W 3 ±2.59 -2.08 D +W 3 ±2.59 , D +W 4 - 0.85 -1.05 D +W 4 ±0.85 -1.05 ' ` .� z E .. .. e. •1„. 11 . MC „i? 36197 .c c4 , , r NOTE: REACTIONS FOR WIND AND /OR �` ,e ZON:�jJ v � r -,-�-{ J UN 0 3 2C��? SEISMIC ARE REDUCED 25% . . I.ExP1RES ; Do a „... 192 DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. ' 05/30/02 (- FILE NAME CHECKED ENG REV 2002 MORGAN ROAD ANCHOR BOLT PLAN JOB NUMBER SUNNYSIDE, WA. 98944 LOCATION ; TUKWILA, WA AB-R FAX <509) REACTIONS C01987 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE •OLUT I ON$ + •E RV I CE , l G ' I i I I I 1 I I I I I .iIi iI1i'1' ∎ Iti `! l l 1 1 1 I 1 I • 1 0 Inch 1/16 1 2 3 '`J . 5 • f I , i ii F. _.._ . a . _ ._..._ L _ __. - - _ _- I L ,- I l 0 1 I111 . 1111111I111111111I111111111I1 11 1 1 1 1 11 _ I1I1l) I_ I11111111111�111111111h111111111111111 IIIIII111111IIIII�IIIIIIIffiIIIIII III i11 1 l I IIIIIIII TRIM TABLE MEMBER TABLE PAR TITION WALLS PARTITION WALLS OID MARK LENGTH MARK PART LENGTH 1 CTF -14 14' -0' PG -1 8025Z16 15' -7 7/8' 2 PFC -8 14' -0' PG -2 2025Z1.6 15' -3 1/2' - . 3 PF -14 14' -0' PG -3 8025Z16 19' -6 3/4' • 4 CT -14 14' -0' BG -1 8025C16 15' -10' - 5 ICF -14 14' -0' BG -2 8025C16 15' -5' BG-3 8025C16 - 19' -6 1/2' PJ -1 8025C12 19' -1' • 0 322' -0 3/4' OUT -TO -OUT OF STEEL 18 _ 0 0 0 0 © 0 ® 0 10 11 12 13 14 15 16 17 f_ • '_ • '_ r '- • '- • '- • '_ • '- • f • f • f • i • f t7• -a 3/EC..... 22 0 16 0 22 0 16 0 22 0 16 0 22'-0' 16 0 22 0 16'-0 22 -0 16 -0 22 -0 16 -0 22 -0 ' v -o aia• ,. -ti -1 I I C''), V + a I 1 1 1 1 1 W W -1 F- (...) 12' -11' N TH THIS 12'-11' 6 © PANEL THIS f PANEL THIS "in" • PANEL THIS +- PANEL THIS SIDE • 1 • O SI O O B SIDE O -- O SIDE O SIDE 0 0 L I 1 I 1 1 1 _L.. 1 1 1 S 1 1 n co cl A A O O 0 0. O O O O } -I C C I— p } - ! 12' -11' 12' -11' 0 ..-PANEL THIS -.ID. PANEL THIS f PANEL THIS -ND- PANEL THIS a � ' SIDE SIDE 1 SIDE SIDE . 4 i 4 s T 7 in 17' -o 3/:' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 17• -0 3/8• FRAME LINE DIMENSIONS 0 ® 0 O4 0 0 0 ® O 10 11 12 13 1 15 16 17 18 :;: PG -2 T 3• -9• ' 3• -9• 1 PG_2 2 f 1 ((, \.� t , - ; ; r � �� 1,, f 'I Ii :U F t , . A' 3' -Q' . 3. . . ' I - , - I I i tom/ f +'r ;, � �,, '^ • 0 m PG -1 3• -0• PG -2 PG-3 i I j,.-.r.. <� .,,,N-; w 4 1 "1 V •-•> ) ;, m PG -1 .. PG -2 PG 0 t` i m PG-1 -2 - s• PG -3 0 i" I 1 � ��'<?,`.. . ..0.•,,,,,4 3• -0• BG -1 3' -0 ' BG -2 3 ' -0 ' BG -3 y :. `} ..` ' �._.._... ' . ' ` 5/0 _" =: air 1 0 2::2 PJ -1 RF RF RF RF RF �"" " I :,�,.,, - -• SECTION A - -A SECTION C - -C SECTION B - -B t.■4.0 EXPIRES 2/26/ 0.3 DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OVNER : HANGAR 2 DRAWING NO. ;' ,.,rek- 4 S,,--r •r,•n r 'Ail I 04 4 A • 1 11- 5 FILE NAME CHECKED ENG REV SU S IDE, WA. 98944 PARTITION WALL LAYOUT LOCATION : TUKWILA, WA JOB NUMBER PM (509) 839 -7000 C01987 FAX (509) 837 -8064 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE SOLUTIONS + SERVICE ' 1(p 1 1 1 1 1 I. ,i�i'I mil i ii I • I,'I 1 , .. f i I 2 3 I I Lt I 0 Inch 1/16 5 6 ' f'' y ,; s - Y.Tr.^''rryv'rre , y Y:i 1 ht1d1111i1111 IIIIIIIIIIIIIII IIIIIIIIIIIIIII 1111111 1111111111111111111111111111111i1111111111111 IIIIi�IiIIIIIII�iIILIIIII�IIIIIII ,IIIIIIIIIIu 1 his. • I • wp ' SPLICE BOLTS MEMB R SIZ TAB E in Splice Top Of Plate Bottom Of Plate WEB 0 PTH W B PLATE 'U SID LANG INSID FLANG PIECE Mark Ont Typ Dia Len Ont Typ Dia Len START /END THICK 1 LENGTH ' W x T x LEN W x T x LEN 'Sp- 1 4 A325 5/8" 2 1/4" 4 A325 5/8' 2 1/4" RF1 -1 & RF2 -4 12.0/12.0 0.188 65.8 6 x 1/4" x 208.8 6 x 1/4' x 193.5 ' •Sp- 2 2 A325 5/8" 2 1/4" 2 A325 5/8" 2 1/4' 12.0/12.0 0.188 144.0 6 x 1/4" x 21.3 *Sp- 3 2 A325 5/8` 2 1/4' 2 A325 5/8" 2 1/4' • RF1 -2 12.0/24.0 0.188 144.0 6 x 1/4" x 193.3 6 x 1/4" x 230.1 •Sp- 4 4 A325 5/8" 2 1/4" 4 A325 5/8" 2 1/4" - • 24.0/32.1 0.188 96.5 6 x 1/4" x 48.0 6 x 1/4' x 48.0 I BASE PLATES - 32.1/21.1 0.188 143.6 6 x 1/4" x 48.4 6 ,x 1/4" x 239.4 21.1/10.1 0.188 144.0 6 x 1/4" x 240.0 RF2 -3 & RF2 -5 12.0 12.0 0.188 6 x 1/4' 6' x 1/4" Col Plate Size / / Id Wid Thick Length EB -1 7.75/ 0.188 6 x 1/ 6 x 1 4 RF1 -1, RF2 -4 6" 1/2" 1' - 1/2_ / 4 " 6 x 1/4' RF2 -3, RF2 -5 _ 6" 1/2 1 1/2 1 1 OFLANGE BRACES: Both Sides (U.N.) AFBxxAL2x :1�g- length(in), (1) =one side 5 SPO 3' - 1 4` 5 SP® 3' -7 14 " • 2' -4 1/16" 2' -8 11 16 " 3' -0 11 16" N 1 . F84 (1) F'.5A(1) FB40. OA 1 12 F838.00A( ( ) FB 1.75A(1) a- F83 6A(1) _ _ —— — — _ FB .0) �; FB31 =(1) U 3 Col �" 1 1 ■ O - EB -1 =MINIM o N —a '4' RF1 -2 = - ` � EB -2 o rn ■ a 1 a O N N N I 1 16' -6 1/2" ; lo 1 O O HI I tor. •� N M' N V1 I 1 , to _ Z + � , ■ � M 1 J J 1 t + •- ■ t6 - N •- 00 1 - "A 1 V ; * " `1� - i — t \' to J j \ 1 I :n l , N r- :..\,...i __________ c. cece • i R2 I 0,1 (Ll , • 24' -0' ' --1- 1/2" "..... X11 ' . , CLEAR +/- _ 10" F Z _ 3' -4 1/4" CLEAR +/- en .- '.. i, 22' -0" —. 2' -0" 00 411 361 97 � � 9 ;�i t: r S T N y 't~. 48' -0" OUT -TO -OUT OF STEEL s ION:,I.. „ pU . , - JU 0 3 2002 RIGID 19? FRAME ELEVATION O E XPIRES 1 2/26/ 0 3 I FOR FRAME LINE 2 3 6 7 10 11 DA TE NO. , REVISIONS BY CHK, DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08051(0 , IlirA. ff. mks, Fb 4-G kile BSc 43-g; 05/30/02 FILE NAME CHECKED 'ENG REV 2002 MORGAN ROAD RI FRAME SECTION S WA. 98944 LOCATION : TUKWILA, WA JOB NUMBER F -2 FAX � 509) 3 837�B064 LINES 2,3,6,7,10,11 C01987 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE $OLUT I ON$ +SERVICE 5 _ I frJ • 0 Inch 1/16 1 2 '3 • ,, d 5 6 h iI l l lll1lJllllll 1111111111111111[1161111/1h11111111 Illllllll[lllllllll1 llfllllll�lllllllllIlllllilllIlllllllldiliililiiIiillliIiiIIiIIlIIIlI • 16 11111111.11111111....MIN • i. _INIMMII! SPLICE BOLTS MEMBER SIZE TABLE (in) Splice To Of Plate Bottom Of Plate PIECE WEB DEPTH WEB PLATE OUTSIDE FLANGE - INSIDE FLANGE Mark Ont Typ Dia Len Ont Typ Dia Len START /END THICK LENGTH W x T x LEN W x T x LEN iSp- 1 4 A325 5/8' 2 1/4' 4 A325 5/8' 2 1/4' RF2 -1 12.0/12.0 0.188 ' 65.8 6 x 1/4' x 208.8 6 x 1/4' x 193.5 ■Sp- 2 2 A325 5/8' 2 1/4' 2 A325 5/8' 2 1/4' 12.0/12.0 0.188 144.0 6 x 1/4' x 21.3 ' 'Sp- 3 2 A325 5/8' 2 1/4' 2 A325 5/8' 2 1/4' RF1 -2 12.0/24.0 0.188 144.0 6 x 1/4' x 193.3 6 x 1/4' x 230.1 lisp- 4 4 A325 5/8' 2 1/4' 4 A325 '5/8' 2 1/4' - r 24.0/32.1 0.188 96.5 6 x I/4' x 48.0 6 x 1/4' x 48.0 BASE PLATES 32.1/21.1 0.188 143.6 6 x 1/4' x 48.4 6 x'1 /4' x 239.4 21.1/10.1 0.188 144.0 6 x 1/4' x 240.0 - RF2 -3 E. RF2 -5 12.0/12.0 0.188 6 x 1/4' 6 x 1/4' Col Plate Size EB -2 7.75/9.75 0.188 6 x 1/4' 6 x 1/4' Id Wid Thick Length EB -1 7.75/11.00 0.188 6 x 1/4' 6 x 1/4' RF2 -1 6' 1/2' 1' -01/2' RF2 -3 !L RF2 -5 6' 1/2' 1' -0 1/2' 1' -0' 1' -0' . 7FLANGE BRACES: Both Sides(U,N.) 7 1/4 FBxxAC1): xx= length(in), (1)=one side g SP2 3 - 5 SP[ 3•_7 1/4• A - L2x1 /8 2'- 41/16' 2'- 811/16' 3- 011/16' �1 ° i ' ...Z1' FB43 -(1) FB�25A < 1 ) 12 FB38.00AC1) .... AC1 FB 75A(1) 8' FB = _ --- — I — _ — _ F835.634(1) ,ir ____,,,_ imimill 1jjj "'_ - = 1 - Q E B -1 1 • RF1 -2 !!_= cu EB -2 16' -61/2' IN ti y H a . H ° )N II 16' -61/2' c'' 1 cu A cu JACK BEAM a l,...\ ■ in . i l i 5/8 A325 BOLT CTYP) • • ; 1 ■ EB -1 RFI -2 ■ N. i 1- • • Li L.1 r1 1 /2'x6'xll 3/4' PLATE A BEAM -- --� _ , 1/2 x6 x12 PLATE oo { ,:..••'� GJ al + ,I w u� IU) � 1 ' .n 1 ¢ � SECTION A -A u. ; a , �, 1 i l ' .\ tin ___________---\ REID 4 i'llID DI--r:- J ' : =Th ., 1 -:-I N -- 1 - 9 - 1 - - .. ,. \_______ ,,,,,,,,,,...,_,, 1 .1 z, _.., ,„,,,„ ,I @ , • �... _ .... . . . .. ...� :.... _ . �c�, _t �,� �; • 24'-0' " y ._. (a. f r • ... tr+ CLEAR +/- 1' -0 1/2' 10' vy! 3' -4 1/4' CLEAR +/- �� ,. z r 1. , c , ; 'N.., � r �� 24'-0' 22'-0' l'-4 1/4' „ _ 4) /� .36 r 1 � 97 : � 0 c � u r J1 S . ■ ~ 48' -0' OUT -TO -OUT OF STEEL F� 'SS I0 IV AL V ' RIGID FRAME ELEVATION bo • i5 ' CD )EXPIRES 121261 6 3 FOR FRAME LINE 14 15 SAP 4 2002 DATE NO. REVISIONS BY CHK, DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/05/02 MOD. PT. MKS, FB, TABLES ” CS 05/30/02 09/04/02 ADDED JACK BEAM INFORMATION AH FILE NAME CHECKED ENG REV 2002 MORGAN ROAD RIGID FRAME SECTION F - SUNNYSIDE, 3 WA. TUKWILA WA JOB NUMBER FAX (509 >837 944 LOCATION 8064 FRAME LINE 14 & 15 001987 THIS DRAWING IS NOT B U 1 LID, N G SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE $OLYT i ON$ t $ERV 1 CE 5-a. , , . • I I- I . I 1. I 1 • I` I 1. :• i i i I I I i1 I i i . i 1. I I I i i i i ' . , 0 Inch 1/16 1 2 3 .' . 4 5 6 . ?V � , .:::i. -. 1 1 1 111 1 111111111111111111111111111111111111 1 11 111111 1u�Ii111 1 �1111111111111 h1111111111111I1i1il1i ililiih iilliiiliil1l1iii hIP , I SPLICE BOLTS MEMBER SIZE TABLE (in) Splice Top Of Plote Bottom Of Plate PIECE WEB DEPTH WEB P LATE OUTSIDE FLANGE INSIDE FLANGE Mork Qnt Typ Dio Len Qnt Typ Oio Len START /END THICK LENGTH W x T x LEN W x T x LEN *Sp- 1 4 A325 5/8" 2 1/4" 4 A325 5/8" 2 1/4" RF1 -1 &RF2 -4 12.0/12.0 0.188 65.8 6 x 1/4" x 208.8 6 x 1/4' x 193.5 •Sp- 2 2 A325 5/8" 2 1/4" 2 A325 5/8" 2 1/4" 12.0/12.0 0.188 144.0 6 x 1/4" x 21.3 RF1 -2 12.0/24.0 0.188 144.0 6 x 1/4' x 193.3 - 6 x 1/4" x 230.1 •Sp- 3 2 A325 5/8" 2 1/4' 2 A325 5/8" 2 1/4" •Sp- 4 4 A325 5/8" 2 1/4" 4 A325 5/8" 2 1/4" 24.0/32.1 0.188 96.5 6 x 1/4" x 48.0 6 x 1/4" x 48.0 1!i BASE PLATES 32.1/21.1 0.188 143.6 6 x 1/4" x 48.4 6 X. 1/4" x 239.4 21,1/10.1 0.188 144.0 6 x 1/4" x 240.0 • Col Plate Size RF2 -38 & RF2 -5B 12.0/12.0 0.188 6 x 1/4" 6 x 1/4" i EB -2 7.75/9.75 0.188 6 x 1/4" 6 x 1/4" Id Wid Thick Length EB -1 7.75/11.00 0.188 6 x 1/4" 6 x 1/4" RF1 -1 & RF2 -4 6" 1/2" 1. -0 1/2" RF1 - 3B do R F2 - 5B 6 1/2 1 1/2 1' - 0" 1' - O" OFLANGE BRACES: Both Sides U.N.) 4" FBxxA(1): xx= length(in), (1)=one side 5 SP® 3' -7 1 5 SP® 3 ' -7 1 4" A - L2x1 /8 " • 3' -0 11/16 2' - 11 16" 2' -4 1/16" c Fg43� SA 1) F • F F 12 - — — d �� L ,n _ _ _ 11 1. N = =1t ° I CV 1 ' " a RF1 -2 a PI EB - 1 a "-) 16' -6 1/2" •' a. °� •' 16' -6 1/2" I 1 . - I i o I to PI ! tr ? . 41 -21 ; '? CNI i "' °f co I aim; ,. m vi 4. WW Z Z 1 Z (Q JJ JJ �O I 1 Nn 03 CO In 1 - NN `r-1 - j `i In moo: 1 - ■ ZLLI , ■ I �w f ,.: : f . $ ...:d ' •-", ::', a r :�. • 10" 1 - 1 /2" 20' -1 1 /2" 1 " CLEAR + - CLEAR +/- " �css '• 5 1 2 -0 1 - 1/4 3' - 1/a i ni. " 22' -0- 24' -0" ` Q " ~ "., rt, -J 3 2002 48' -0" OUT -TO -OUT OF STEEL I EXPIRES 2/26/ 0 3 D O 0 RIGID FRAME ELEVATION FOR FRAME LINE 8 9 12 13 16 17 DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 0 einSirc 2 - 1 Mn . pt.. ilA fR," bfe ixtr no (lit/ al.. a '14 05 E NAME CH ,} KED ENG REV 2002 MORGAN ROAD RIGID FRAME SECTION SU NNYSIDE, WA. 98944 LOCATION • TUKWILA, WA JOB NUMBER F -8 FAX �509) LINES X3,9,12,13,16,17 co19s� THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE sOLUT I OMs +SERVICE &) 1 1; 1 1 I 4 1 1 14. 1 .. • I I i 1 I 2 I I' I 11 1 - L . i .. ,, , 1 ' 1 i • 1, .. I _ i . • ; . 7 1 I ! l I . I i ,. 1 , 1 I 0 Inch 1/16 1 2' 3 ', 4 5 6 Y • t 1Y.L ' ^Te(VV'T ' 111111111 1111111111111111IIIIII11111 1111111 I1I11111111 11 11 11 1 1 1 1111 1 111111111111111111111111111111111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIII VIIIIII I hlir 1 • • SPLICE BOLTS MEMBER SIZE TABLE in Splice Top O( Plate Bottom Of Plate PIECE WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE Mark Ont Typ Dia Len Ont Typ Dia Len START /END THICK 1 LENGTH W x T x LEN _ W x T x LEN RF2 -1 12.0/12.0 0.188 65.8 6 x 1/4' x 208.8 6 x 1/4* x 193.5 'Sp- 1 4 A325 5/8" 2 1/4" 4 A325 5/8" 2 1/4" 12.0/12.0 0.188 144.0 6 x 1/4' x 21.3 •Sp 2 2 A325 5/8 2 1/4" 2 A325 5/8 2 1/4 •RF1 -2 12.0/24.0 0.188 144.0 6 x 1/4' x 193.3 6 x 1/4" x 230.1 •Sp- 3 2 A325 5/8" 2 1/4" 2 A325 5/8" 2 1/4" - 24.0/32.1 0.188 96.5 6 x 1/4" x 48.0 6 x 1/4" x 48.0 *Sp- 4 4 A325 5/8" 2 1/4" 4 A325 5/8" 2 1/4" 32.1/21.1 0.188 143.6 6 x 1/4" x 48.4 6 x 1/4" x 239.4 - 21.1/10.1 0.188 144.0 6 x 1/4' x 240.0 BASE PLATES RF2 -3B & RF2 -58 12.0/12.0 0.188 6 x 1/4' if x 1/4" Col Plate Size EB -2 7.75/9.75 0.188 6 x 1/4" 6 x 1/4" Id Wid Thick Length EB -1 7.75/11.00 0.188 6 x 1/4' 6 x 1/4" 1 RF2 - 6" 1/2" 1' -0 1 i'-0" do RF2 -58 6" 1/2" 1' -0 1/2" 1' -0" 1' - OF 6 xA( xx Slength(i ^)d Side side 5 SPO 3' -7 1 4" 5 SPO 3 1 4" • A – L2x1/8 )) " sw 3' -0 11/16" 11 16" 2' -4 1/16" I ,Q1" 1 F840 =(1) — FB43 1) fB4 5A(1) 12 F83800 (1) �" FB 35 • 63A(1) _ _ — _' 1. FB311MAO) -- -- L _ _� — — -- F8317 • 1) U3 — — - — ■ .... _ - _ EB - 2 c.l ■ _ _ ... I 1 o N 7 RFI -2 1 EB -1 1 CI. • o. a , 16' -6 1/2" '� 16 -6 1/2" N N • , 1 ■ o 1 f) 1 • 1 17 – ) Ft:_,,l,7;,,----i _ ., �� 1 f l try 0 !I 1 � �T �l 1 ' � 1 M 1 W W 1 / ._ ' ' , 0 1 ',- 1 N 7 c 0 1 r _ I ! ':::.. ^^ 00 �I I ' / 'Lji' m m 't, - - 7 - 4 : 1 : : 1 1 ( NN *. - 1 r � 1 y , :.'1 33 C "" :.. = JUL 1 0 2� = f ' Rs EXPIRES 1 2/2613 • , ,,,,,,,, /,,, , . 1____ , f l7JJA 10" 1 - 0 _ 1/2" 20' -1 1/2" 24' -0" CLEAR +/- CLEAR +/- ,. ; 1 1'-4 1/4" 3' -4 1/4" 2' -0` 22' -0" 24' -0" 1 48' -0" OUT -TO -OUT OF STEEL ' O O RIGID FRAME ELEVATION . FOR FRAME LINE 4 5 DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. Y..' i f A i6 t A „1.,.1.1-1 P,e, ,-- 05/30/02 nAlnsll!� a Vti�('�, (}�, t k� �>�, 4-r ;L c � 10tlrR� f�iitY'+QI=1 �.S �'K- FILE NAME C HECKED . ENG R EV 2002 MORGAN ROAD RIGID FRAME SECTION JOB NUMBER 1 SUNNY WA. 98 944 LOCATION TUKWILA, WA 001987 1 F -4 Foy 839 -7000 THIS DRAWING IS NOT BU I L D I NG SYSTEMS FAX 05 09 ) 837 - 8064 LINES 4 , S BUILDER = STEELCRAFT CONSTRUCTION SHEET OF TO SCALE •GLUT I ONS ♦SERVICE (p, k'•,fi • I I, 1 1i1 1'1 •1 1'I ; 'I'11 111ii i 1, i 1 1 I!. 1 , 0 Inch 1/16 1 2 3 • __ 5 6 — ( S 1, V 1 i L i i , t.� L _� -- - - - — -- c - -..- - - - -- r - - - - - - , -_ 1 L 0 1 Milt III-IIIIIIiIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIILIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII�IIIIIIIILIIIIIIIIII1IIIIIIIII1III11 likl lr.........____...___._ SPLICE BOLTS MEMBER SIZE TABLE (in) Splice Top OF Plate Middle Of Plate Bottom Of Plate PIECE WEB DEPTH _ WEB PLATE OUTSIDE FLANGE INSIDE FLANGE _Mark Qnt Typ Dia Len Qnt Typ Dia Len ant Typ Dia Len START /END THICK LENGTH W x T x LEN W x T x LEN JB-1 _ p- 2 1 A325 0.625 1.75 1 A325 0.625 1.75 1 A325 0.625 1.75 1 16.00/22.00/16.00 0.250 12 x 1/2' 12 x 5/8 JB -2 16.00/22.00/15.75 0.250 12 x 1/2' 12 x 5/8' r f _ .-- - , , 55' 0 3/8' ' i 1 I I . w+ II I . .._ 11 _.... 1' � 1 18' -0' • 18 -0 ' 18' -8 3/8' 4' I _.. __.____. _ j I ..9-- -- i ENDWALL RAFTER is i 1/4' AT LINES 1 & 18 _ 1/2' ° 2 1/4' T 3 • D= 11/16' 3' JB -2 r---) ° 2 3/8' - - r • 5 1/8' • SP -2 SP • —( 5/8' 7 . 3' COPED CONNECTION AT LINES 1 & 18 3/8" KNIFE PLATE CONNECTION 16' -1' SEE 8 OF 16 3/8' KNIFE PLATE CONNECTION ( CLEAR MAIN FRAME COL. 54 '_ 0 . 1' - 2 1/2' 3 o " 3- ° D= 11/16' . c. 18'-0' 18'-0' 18'-0" 7' _, _ �-}— a 5/8'f 1 1/4' -" 3, TYPICAL COPED CONNECTION T T • JB -1 L _ ' � LI4 l -' -s SP S - Oi `V A S f 2. "k • SP-2 • y ‘3 j ''• 1 ►• J • , f I 3/8 KNIFE PLATE CONNECTION BRACING DETAIL 3/8" KNIFE PLATE CONNECTION � 4'� � 4 1 0: ST S . c3 7 ,z,,.., c c)., �t; 16' -l' SEE PAGE 8 OF 16 0 � ,�: i CLEAR ' MAIN FRAME COL. MAIN FRAME COL. SEP 4 ��2 bp)... 11 ? . EXPIR DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/05/02 1 MOD. JACK BEAMS, DIMEN., TABLES CS JK 05/31/02 2002 MORGAN ROAD JACK BEAM CONNECTION JOB NUMBER 09/04/02 2 ADD COPE DETAILS AH FILE NAME CHECKED ENG REV SUNNYSIDE, WA. 98944 LOCATION : T UKWILA, WA - JB (509) 839 - 7000 C01987 FAX (509) 837 -8064 BUILDER : STEELCRAFT SHEET OF THIS DRAWING IS NOT BUILDING SYSTEMS TO SCALE SOLUTIONS t S E R V I C E 1 L 1 I I, 1 1 I I` I I 1 • I I , ii�iliIiji'i, 'it, ..,'I I I. , 1 ., I 0 Inch 1/16 1 " ' 3 d . 5 6 - AVArenrielivirongle . , � - . __ -___. _- - - - - _ _ - r . _ ._. . S l 7 I. � l l i � i} L U L – 7c----- - .._ - - -- - -- � E, L 1.—_,_ 0 1 1 IIIli11II1IIIIIIII IIIIIIII�IIIIIIIIIIIIIIIIIIIILIIIIiILIIIIIIIiIIIIIIIIIi1III Ill 11111111lllillllllll1111111111111111lllll�llllllllllllllll i lll il h , \ MEMBER TABLE F • RAME LINE 1 ' QNT MARK PART LENGTH • 14 T -1 8025C12 - 15' -5 1/2" ' - 16 T -2 8025C12 21' -5 1/2" 64 T -3 8025DC12 2' -11 3/4" ' © 4 T -4 8025C 12 16' -1 7/8" A A 8' -0• t — CU 1/2' x 1 -1/2' A325 BOLTS - _ - - - - - _ _ _ ,� _ ----- _ CLIP TABLE FRAME LINE 1 " o ID PART TRACK CARRIER FACE CEE 1 BC2 -O 16' -0' T-3 (2) 1/2 x 1 -1/4 CARRIAGE BOLTS 2 BC5 -0 L4x4x1 /4' 1/2 x 1 -1/2 :� � ■ 0 0 < AB -1) --- A3 A325 BOLTS lai FIELD CUT 8. DRILL w I BC5 -0 CLIP z 8' -O' ; —' (1) 1/2' A325, TYP EACH END a TRACK CARRIER BEAM ,d:� ''"' 1,j 'Cr al JACK BEAM @ FRAMES -' ti o I As it f " SECTION A ,� -a � � 331 97 O 7' -4' D C. , - y , ., • / T -3 J(EXP1RES 12/26/ 0 3 1 ' 0 0 FIELD DRILL 22' -0' (1) 1/2' x 1 -1/2' A325 BOLTS B B ji ,. t t 1-1. T -3 III TIT (2) 1/2 x 1 -1/4 L r-12ga 8' CEE TRACK CARRIER FACE CEE 0 0 i -� A307 BOLTS 44/ (2) 1/2 x 1 -1/4 CARRIAGE BOLTS ' FIELD CUT III 1� --- TO FIT III i 11 7• <2) 1/2 x 1 -1/29 III I - A325 BOLTS _ I _ _ _ _ BC2 -0 CLIP BC2 -0 CLIP �I TRACK CARRIER BEAM r� l f , .. I i a ; { . p ' © I 2 10 / / L i J AC K BEAM @ FRAMES El It 8' 12ga DOUBLE CEE - T- 3 <TYP.) II / Lj ' I ' _ SECTION B : 8' -0' (1) 1/2• ::::: EACH END T -3 � / ' 0 T -3 0 < AB -1) DOUBLE I2GA CEE / w z FIELD CUT & DRILL FOR DOOR KB TRACK CARRIER 8'_0. 'r as i v I © I 1 • 1 di g DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/05/02 UPDATED PT. MKS, TABLES, DETAILS CS 05/31/02 2002 MORGAN ROAD .. suri FILE NAME CHECKED ENG REV SU 2002 MO ■WA 98944 TRACK DETAIL LOCATION : TUKWILA, WA JOB NUMBER BTS <509) 839 - 7000 C01987 THIS DRAWING IS NOT BUILDING SYSTEMS FAx (509) 837 -8064 JACK BEAM BUILDER STEELCRAFT CONSTRUCTION SHEET OF TO SCALE fOLUT I ONE + SE RV I CE S IG I . I I i I, I I I ' I I i ... I i i i .. i - i i I ,i'i 1 1 1 1 ; ; .• 1 . I I , I 0 Inch 1/16 1 2 3 4. 5 6 i,y i , - t . .'TIVWr e 1 yY / b,i. -... _ r V I i; I L l , t i I -- ... - - - -- - --t..-- - 1.__..R...._.. 1 1111 11111 11IIl1111111111111111111111 11111111 11111111Il111I6111III111111111IIII111111I111111111l1111I111111111111111111111111i111111111111111 kir _ 1 I O , D 48' -0' OUT -TO -OUT OF STEEL O EROM END 8, � EXTENSION OFFSET BOLT TABLE: FRAME L[NE 1 LOCATION QUAN TYPE DIA LEN BOLT ER- 1 -ER -2 4 A325 1/2' 11/2' © B OF CABLE Columns 6 A325 1/2' 1 l /2' 3' -1' 12' -11' 16' -0' r . 12'-11' ` 3'_l. �, ` d MEMBER TABLE NUT FRAME LINE 1 cb \ 5 MIN. QNT MARK PART LENGTH \P ' 1 EC - V8x10 16' -5 7/8' � a 1' .�. vaSHER 1 EC -2 W8x10 - 17' -6 3/4' 1 EC-3 I €? : 1 12 "" LLSI DE 1 EC -4 W8x10 17' -6 3/4' v1SH (4) 5/8 x 2 -1/4' ER -1 ., WON I' ER -2 (4) 5/8 x 2 -1/4' 1 ER -1 RW12X14 22' -0 15/16' `v � • CABLE SIZE: , - 4 ER-2 -1 80215C16 2'5015/16' /EYEBOLT T 2 DH -1 8025C16 3' -41/4' - p 1 HILLSIDE SLOE S 1 ZE 6 G -1 8025216 12' -2 1/2' EB 2 p EB_2 c= Sl ZE 8 G -1A 8025216 2' -4 1/2' CABLE .25 . 5 7/8' x 2' (Al 2 G -1B 8025Z14 12' -2 1/2' 1G-1A it] G -1 K>t G -3 G -1 G -1A ?, CABLE .375 75 7/8' x 2' '�/ 4 G -3 8025214 15' -3 1/2' El ® ® p � 2 C -1 8025C12 16' -2 3/4' GRIP FACTORY INSTALLED • ° 1 DG -1 8025216 0' - ---41111111 G - IA Fi G -1B F; G -3 Co G - 1 G -IA c'' 1 DG -3 8025216 1' -31/2' D ® ® ® 1 DG -7 8025216 7' -51/4' CABLE ' 1 DG - 8 8025Z16 9 111/4' 7. v- FACTORY VRAPPED • • o 1 2 CB -1 CAB.25 15' -0' G -1A ICI k>t G -3 SO_ G -1B CO G -1A i 1 CB -2 CAB.25 12' -4' F. 1 CB -3 CAB.25 12' -8' 0 • ® I1N -f- DH -1 1 - - _ _ ' FLANGE BRACE TABLE f 6 C6 ' '� '; D6 K2 FRAME LINE 18 G -1A (j A1616.. IiJ p c Q p G -3 ( G -1 p A A p ®�G- `''- DID MARK LENGTH 1 FB31.00 2' - El ® A DG -3 ;. DG -8 DG -7 DG -1 CO 0 ,� c'� ■ ■ c CONNECTION LINE: PLATES ID 0 � ) cv T3 Z ;4- 0 ID MARK /PART 0 i ID Q ID D 0 _ 1 BC2 -0 F I 3 GB -] C I I I .1 I ] C -1 EC -1 ECi 2 ,_ 0 • I3' -4 1/4' ] EC -4 II-41/4' ,- EC -3 C -1 NOTE: SEE FRAME LINE 18 FRAME LINE 1 FIELD FIELD � OID PART LENGTH ENDWALL FRAMING: FRAME LINE 1 FOR SLOT LOCATIONS 1 RA= 14 14' -0' IN COLUMNS. FOR 2 RA -14 14' -0' T RIM TABLE O X - BRACING . FRAME LINE I L O 0 Q 3ID CC-1 0'-0- E LENGTH TRIM_ 21 © ©0 4 CC -2 O' -0' TRIM_21 ❑ — — — — — ❑ _ �; -� 5 RT -14 14' -O' TRIM_I9 ' 6 PC -1 OD -0' TRIM_22 —' ! � ; , 7 _ SHT -14 14' -0' / ; f �_ y 14/ , O 1/2' x 1 I /4' A307 V/ VASHER ^"`" "' 1,e ©I/2' x 1 -1 /4' CARRIAGE V/VASFER '�- , ,_ ! • J ��_ • �: • in ZD O O 1 1 1 o . • • ,- w • o CO CO 1 m Q+ Q� ON i CI I ZO f` ' ) ° 2 ''V ' ;1I /I Fr i 7.a r , � ' 1 L. / " T c i .JAMB J 1 ;2' W 1:./.4%.!: C-I _1r' ? � 1 G -IA CLIP WALL GIRT '+IQNAL S { i SE1 4 ® WALL GIRT TO DOOR JAMB EXPIRES 12/2.6/ 03 O ENDWALL SHEETING & TRIM: FRAME LINE 1 _. 4 .. • lbo gi. 195? PANELS: 24 Ga. W36 - Sandstone DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/05/02 MOD. PT. MKS, PANEL INFO., TABLES CS 05/31/02 09/04/02 ADDED CABLE INFORMATION AH FILE NAME CHECKED ENG REV SUNN SIDE, WA. 98944 ENDWALL FRAMING PLAN LOCATION TUKWILA, WA JOB NUMBER EF - FAX (509) FRAME LINE 1 001987 THIS DRAWING IS NOT BU I L D I NG SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE SOLUTIONS +SERVICE ° � I I ' I I I I I 1 • i 1 i 1 i i' 1 i i .. 1 ", i' i. 1 ) 1 .I 1 I ' I ' . "�I , I 1 I . . 1 ., I 0 Inch 1/16 1 2 3 d 5 6 . y • 't AViti f ilrel L 0 IIIIiiIIIIIIIIIIlIIIIIIIIIIIIIIIIIIIIIIIIII111111III 1111111 111111111111111111llll ■ OA O BOLT TABLE: FRAME LINE 1 48'-0' OUT-TO-OUT OF STEEL LOCATION (JUAN TYPE DIA LEN ER- 1 -ER -2 4 A325 1/2' 11/2' Columns 6 A325 1/2' 11/2' _ B C MEMBER TABLE 3' -1' 12' -11' 16' -0' 12' -11' _ 3' -1• FRAME LINE 1 - QNT MARK PART LENGTH EC -1 W8x10 _ 16' -5 7/8' ,.ei1' 0 1 . EC -2 W8x10 17' -6 3/4' 12 12 EC -3 W8x10 16' -5 7/8' EC -4 W8x10 17' -6 3/4' ER - r;` ® i ER 2 ER -1 RW12X14 22' -0 15/16' (4) 5/8 x 2 -1/4' `' 0 '' - �__ l� 4 DJ -1 8 2 72'50 15/16' • \1 E� — (4) 5/8 x 2 -1/4' - -- 2 DH -1 8025C16 3' -4 1/4' V .. 6 G -1 8025Z16 12' -2 1/2' c” O _� 8 G -1A 8025Z16 2'-4 1/2' EB -2 ` O EB - ; I 2 G -1B 8025Z14 12' -2 1/2' i-� G -1A co G - CU G -3 k� -1 l ` 47 p ! 4 G -3 825214 15' -31/2' 2 C -1 8025C12 16' -2 3/4' O 0 I R� G -1A ji ! 2 CB -1 CAB.25 15' -0' / I 1 CB -2 CAB.25 12' -4' G -1A ID - I 1 CB -3 CAB.25 12' -8' G -1 CO G -3 I<i G -1B •- G -IA 0 CO CD II — - --- _ -_ -_ _ 2 DG -2 8025Z16 0' -9 1/2' ci ^ _ - 1 DG -4 8025216 l' -11 1/4' I � z - - �._) ,v11 tom, D:_i 1 :N. 1 DG -5 8025216 5' -7• 1 DG -6 8025Z16 6'-2 1/2' F. G -IA ID G -1B El G -3 K0 G - 1 d G -lA p - in O m IDH -1 'DH -1 IDH -1 i i 6 D6 . ' ' ' ' FLANGE BRACE TABLE FRAME LINE 18 in G-1A ID p A Q p G -1 p Q Q ID G - O 2 1 Q ID Ki G -1 Kl G -1A p DID MARK LENGTH • O m DG -6 DG -4 DG -2 • DG -5 Z . DG -2 C.ep go 1 FB31.00 2' -7' 4' CONNECTION PLATES CD Ti FRAME LINE: 1 p s;4.. �Z •N N CU In ' T3 p ^� 0 O O . 0 O r % ID p 4' — O ID MARK /PART c z z z .J z ' T ° ° 1 BC2 -0 C -1 EC -3 F -41/4'1 EC -4 3' -41/4' 33�� EC -2 EC -1 C -1 3 GB -1 6'-11 1 -6 1 -6 0 ANGLE TABLE k a FIELD - FIELD � ,.1 ` FRAME LINE 1 c*l OID PART LENGTH ' ENDWALL FRAMING: FRAME LINE 18 cu ci I RA= 14 14' -0' I ' 2 RA -14 14' -0' v in 0 0 TRIM TABLE ' 1' -0' 0 1, -0' 0 FRAME LINE 1 OID MARK LENGTH DETAIL 0 l'-0' < 1 _ 3 CC -1 0' -0' TRIM_21 ©0 ©0 4 CC -2 0' -0' TRIM_21 0 5 RT -14 14' -0' TRIM_19 ( cu iu 6 PC -1 0' -0' TRIM_22 —�-. 7 SHT -14 14' -0' i i Q+ p. 6 1/2' , o 6 1/2' ° . ; ''� -'.,a �Z�L -43 • NV aS 4> • Z o% o , SLOT LOACTIONS AT EC -1 SLOT LOACTIONS AT EC -2 P c Sp. ' b o a, a` o. i I I c? cu . . .w '. ' 1 3 , I' y . ` .• T: w , J .O .� 36197 `>9 ,V `� � ' � O � G: •STE �.' -' : �° $EP 4 2C '32 E XPIRES 1 2/26/ d 3 02 ,, ENDWALL SHEETING & TRIM: FRAME LINE 18 0 PANELS: 24 Ga. W36 - Sandstone DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/05/02 MOD. PT. MKS, PANEL INFO., TABLES CS 05/31/02 09/04/02 ADD SLOT LOACTIONS FOR ENDWALL COLUMNS AH FILE NAME CHECKED ENG REV 2002 M❑RGAN ROAD ENDWALL FRAMING PL JOB NUMBER SUNNYSIDE VA. 98944 LOCATION : TUKWI WA EF -18 FAX C509) FRAME LINE 18 C01987 THIS DRAWING IS NOT BUILDING SYSTEMS TO SCALE SOLUTIONS f SERVICE BUILDER � I STEELCRAFT CONSTRUCTION SHEET OF _ _ _ n \ . 11 I 1 I I 1 1 1 1 1 ; ;iiiii iii∎iir iiili. i, i, , 1 1 1 1 i I �I I 0 Inch 1/16 1 2 � a 5 6 ,''' ` f ' Y.l'E^�n�/•!o►Tr�""-' I t: a. , ,. I 1 IIII IIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII ,IIIIIIIIi1lllllllH111111 61 - TRIM TABLE MEMBER TABLE NOTE= GIRTS SET FLUSH BETWEEN FRAME LINE A FRAME LINE A .- OID MARK LENGTH DETAIL QNT MARK PART LENGTH FRAME LINE 14 AND 15 3 . CT -14 14' -0" TRIM_38 4 G -5 1025Z16 16' 7 11 7 8" 4 GEC-1R 0' -0" • TRIM_4 4 G -6 1025Z14 22 -3 1/2" - 5 GEC-1L 0' -0" TRIM_4 8 G -7 1025Z14 22' -7 1/2" -`V ' 1;!!i - i i...l `I 6 EG -14 14' -O" TRIM_15 4 G -8 1025Z14 21' -5 1/2" • I i ,'; �- • , ' ; i 1 11 7 SHTA -14 14 -0 TRIM_8 8 CB -7 CAB.375 26' -2" - ' °, ; i ' I 1 i 8 ST -14 14' -0" `` l I I. 1 1 L.1 9 HT4.16 14' -0" ALL CABLE ON THIS PAGE IS CB -7 i 1J i I 10 CTF -14 14' -0" ANGLE TABLE FRAME LINE A i �' 11 SHT -14 14' -0" O ID PART LENGTH i L_ r -------- _.-- 1 RA= 14 14 . .-0" „ RED MIL)DLETON, INC. 2 _SEA -1 14 -0 0 322 -0 3/4" OUT -TO -OUT OF STEEL 18 2 0 0 0 ® 0 ® 0 CD112 13 14 15 17' -0 3/8' 22' -0" 16 -0 _ _ 16' -0" � O " 22' 0" a-. 16' 0" 22' -0" 16 -0" 22' -O" 16' -O" 22' -O" 0 Q O 22 -0 16 -0 r 22'" -0 16' -0" _ _ 22' -0" 17' -0 3/8' • O 3; -10 3/4 G -5 G -6 ,�—_` JACK BEAM G-7 JACK BEAM JACK BEAM 2 O JACK BEAM t8Q 3 -0 G-5 _ `o G 5 _ G 6 .� JB -1 G -7 JB -1 `G_7 G -7 ► G-8 - 1 3' -7" G -5� G��_ a -.gm Miblir"G -7 JB -1 G -8 I JB -2 o -mac -5 . 111101r. c -s _ 4 ' -0 "�/ 1 � \ \ `�� -8 ' E. H 1 1 O 1 1 0 1 / �� 5 EC -3 RF2 -4 RF1 - RF1 -1 RF1 -1 RF1 -1 RF1 -1 H 1 j 1 RF2 -1 RF2 -1 EC -3 SIDEWALL FRAMING: . LINE A . O (Gutters with 6 downspouts) O Sandstone - I 0 a) a ) c n a) 6 a) a 6 6 c)'v)'in " v ) c m cn'a) - c 7 ) vn'en I n 6 - a ) ' e n . . o ) an a, Cr) az' c n aC cn b ) 6 a) C A - o ) cn 6 6 n 6 a) - al 'an aC cn al a) a� cn aC aC in CY a) cr "a) aC a) - min 'v) a) aC cr aC aC v) 'a) - cn 'en in aC aC al a) a) 01'en aC a) - a) cn "o) m a) az 6 aC a) . 6 aC cn a) - vC aC a) O . r - 1 - I I 1 1 - 1 . r I - I - I - 1 - I - I _ t _ I - I - I 1 - 1 - 1 - F - I - 1 - I _ r - F - I - I - I - I . 1 - I - I - I ^ [ M I - I - I - I - 1 - I - I - 1 - 1 - I _ I - r - 1 - 1 - I - I - I - 1 - 1 - I - 1 - 1 - 1 - 1 - 1 - 1 - 1 M - 1 - 1 - ' - 1 - 1 - 1 - 1 - 1 - 1 - 1 - I - I - 1 - 1 - 1 - I - 1 - I - 1 - 1 - 1 - 1 - 1 - 1 . r _ I - 1 - 1 I - 1 - 1 - I - 1 - r - I 1 1 1 1 1 1 r 1 1 I 0 1 :CM:::::: CC::: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000 000000000 ° o R e t O I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 Ot -- - "6-070 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 I 1 I I I I I I 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 O O 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 c0 c0 c0 c0 c0 „, c0 c0 c0 c0 c0 c0 c0 c0 c0 c lo c0 • - 1 I I I 1 1 1 1 10 i0 1 10 c0 c0 c0 c0 c0 c0 c0 13 c0 c0 c0 c c c . I 1 1 1 1 1 1 1 c0 c0 c0 c0 c0 iO c0 co c0 i0 c0 c0 c0 c0 c0 c c0 c0 - I 1 1 1 I 1 I 'CO 0 I. - N -.i.1�i.i�i∎I INNi... ^NnNIt'f-Iri. f�i�N CO 000o -CO a7t000c0t0cDc0c0cptptDt0t0t0c0l0t0c0uD F- S.S. ( MK White I S.S. ` MK White I S.S. I MK White MK White S.S. I ( to SIDEWALL SHEETING & TRIM: FRAME LINE A - - _ • PANELS: 24 Go. W36 - Sandstone /MK White - ._ 7 AT BOTTOM OF <> O e ' � , r � • O SHORT PANELS O O ' — _ O O7 O7 TI 7 'e ii � ' (....1 ' J � l it -. r , ): O — - O7 AT BOTTOM O \ , �= ...• C 0 10 1 SHORT PANELS W o m m o O 0 11 O. 4,e • `.1 i : yr 7 ' • boa.(q? �� JU 1 U 2,(, [ EXPIRES 12/26/ 03 j _ _ DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED "list," DRAWING TITLE: OWNER : HAN ,BAR 2 DRAWING NO. :_ , z. FILE NAME CHECKED ENG REV 2002 MORGAN ROAD S IDEWALL FRAMING PLAN S UNNYSIDE, WA 98944 LO TUK WILA, WA JOB NUMBER Md�. ?t)�Ti►1A�P/LS PAUEG S T�IB C �- F A FA <509) 839 -7 0 00 C019B7 FAX (509) 837 -8064 FRAME LINE A THIS DRAWING IS NOT B U I L D I NG SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE SOLUTIONS +SERVICE , I 1 , VP 1 1 • I I i 1 : I l I 1' I . I i; 1 i 1 i i 1 Iii I i i:i�. 1 i I i i i i I ,. • 1 , 1 1 _ 1 ,. .. I I i 1 I ' 0 Inch 1/16 1 2 3 I I ■ _ 4 5 6 Y . i VE4.Tnirrwre by L _.. - . ._.__. — - ...__. Sl. Vf ti 61 i . w � — - ;c - -- -- L L l 0 1 I11011111d1LIIIIIII 1111 1111 111111111IIIIIIIIIIIIIIIiiiiIIIIIIIIIII6iii w i h H11111h 1lillllll111111111111111d 6111' i ' 11 NOTE: GIRTS SET FLUSH BETWEEN I TRIM TABLE MEMBER TABLE FRAME LINE 4 AND 5 FRAME LINE A FRAME LINE A �,.' = OID MARK LENGTH DETAIL ONT MARK PART _ LENGTH ��,L j.t''.. - - 3 CT -14 ' 14' -0' TRIM_38 4 G -5 1025216 16' -11 7/8' _ Y °'; `� �, ` � �,, "� r - - , _ � , :i ^ 1 ; j,. I', : rr,'11 - 4 GEC -1R 0' -0' TRIM_4 4 r ri„ 1` ( , i ' '•`' I - - I ' ' 5 GEC -1L O' -0' TRIM 4 8 G -7 1025Z14 22' -7 1/2' " ati y -% +l(. ;, : pi 1 � ' I i � ; 1 6 EG -14 14' -0' TRIM_15 4 G G-6 1025Z14 22'-3 1/2' -8 1025Z14 ' ' I 8 CB -7 CAB.375 + 21 -5 1/2' ,ti ,� _ �, " ' ; 7 SHTA -14 14' -0' TRIM_8 vtY i ' 1 1 16 ; (� j) I 8 ST -14 14' -0' 26 -2 i . " - .t ,.�� f ► ; L ' `' i L. 9 HT4.16 14' - 0' ALL CABLE ON THIS PAGE IS CB -7 " , ' ' f� ANGLE TABLE _ YQ� •' . .'` ,-•., . . - __ ._ J 10 CTF -14 14'-0' FRAME LINE A ` G;c" `` , 4 l" 11 SHT -14 14'-0' ! " � G � ; cS i G�� , s ~ , a 5 � � pOG 6 �n` r{ _ l .) 1 , L >✓;j.L . N , \ . _ , OID PART LENGTH v . ..: � y ______ 1 1 RA- 14 14'-0' ,, a r AX.'". 2 SEA-1 14'-0' ;.EXPIRES 1212610 3 18 322' -0 3/4' OUT -TO -OUT OF STEEL 0 { 17 ® ® 14 @ ® 11 ® ® ® 7 6 5 4 ® 2 O O ® ® O ® ® 17' -0 3/8' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 17' -0 3/8' �� i► = -� - ►� ■■ �� Mo... �� •• •■ �� ■•• • 0 O o JACK BEAM O JACK BEAM O I8 JACK BEAM JACK BEAM 3' -0 3/4' G -5 ■ G -6 A JB -1 G -7 Al JB ► G -7 Al ■ • G -8 i 3'-0" G -5 111116,. G -6 / / / JB -1 �. IN JB -2 B c' 3' G -5 �r��G -6 WIN - _ G 8 0 3 ' -5 ' _ G -5 m -6 .7 - ° 4' - 0' 1 , V ■ I ■ I \ { H 1 1 1 O 1 1 4 1 1 O I H • EC -1 RF2 -4 RF1 -1 RF1 -1 RF1 -1 RF1 -1 RF1 -1 RF2 -1 RF2 -1 EC -3 SIDEWALL FRAMING: LINE D <> (Gutters wit 6 downspouts) 0 0 I I 0 1 Sandstone 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i i i i I i i i I i I i i i i i i i i i i i I i i i I I I I I I I I I I I - I i i I I i - I i I I I = i = i _ i = i • . .. ...... 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S 9 4 _ - Q 0 AT BOTTOM OF - ° -- 0 0 ° O O Q o' I O ' O AT BOTTOM OF PANELS SHORT PANELS � ' 0 0 O. <> 0 0 0 0 O o __ 0 0 DATE NO. REVISIONS BY CHIC DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 08/06/02 MOD. PT. MKS, PANEL INFO., TABLES CS 05/31/02 2002 MORGAN ROAD SIDEWALL FRAMING PLAN FILE NAME CHECKED ENG REV SUNNYSIDE, WA. 98944 LOCATION TU KWILA, WA JOB NUMBER SF-D FAX 0509) FRAME LINE D C01987 THIS DRAWING IS NOT BU 1 LDI NG SYSTEMS ' T❑ SCALE iOLIJT IONS t SERV I CE BUILDER STEELCRAFT CONSTRUCTION SHE OF Co • I I I I I ' I. � I iiiii iiiiP I I iii i ili i' 1 1 1 1i I • 0 Inch 1/16 1 2 3 d 5 6 t r t _AWE ,rrT c( ,' y y ;1,- - _ ii i _ __. ... _ ,... _ - -- _. _ - -_.__ -- i l l . 11 � L - -�_ y � S l Y l t l IT.-- � L i 0 h11ji11 i iii111111 1111111111111I1�111111! 11111111111111111 11111111II111111111111111Ii1111111111111111111111111111111111I1111I111111111I11111111II 61.- NOTE: PURLIN LAP LENGTHS ARE 1' -2 3/4 BETWEEN MEMBER TABLE GRID LINE 3 & i r QNT MARK , -PART LENGTH 1 28 P -1 8025Z16 19' -5 7/8' • 28 P -2 8025Zf 25' -81/2' NOTE: C8) 11' LIGHT PANELS ARE FIELD LOCATE AND FIELD 98 P -3 8025Z16 18 1/2• j 84 P -4 8025Z16 24' -51/2' - CUT TD LENGTH 4 E-1 ES80Z12 22' 71 /2' 14 E -3 ES80Z12 16' -7 1/2' 6 CB -9 CAB.25 18' -5' 12 CB -10 CAB.25 16' -1' 6 CB -11 CAB.25 18' -1' 4 CB -12 CAB.25 23' -6' 1 8 CB -13 CAB.25 21' -8' 4 CB -14 CAB.25 23' -3' ANGLE TABLE ROOF PLAN SID PART LENGTH O 18 2 RA -14 14' -0' 322'-0 3/4 OUT -TO -OUT OF STEEL ® ® O c Q `'J Q ® 10 11 12 ® 14 ® 16 17 17' -0 3/8' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 16' -0' 22' -0' 17' -0 3/8' E -2 E -1 E -2 E -3 E -2 E -3 E -2 E -3 E -2 E -3 E -2 E -3 E -2 E -3 E -2 E -3 E -2 E -1 p I P -1 (Typ) P -2 (Typ) P -3 (Typ) P -4 (Ty•) P -3 (Typ) P -4 (Ty.) P -3 (Typ) P -4 (Ty.) P -3 (Typ) P -4 (Ty•) P -3 (Typ) P -4 (Ty.) P -3 (Typ) P -4 (Typ) P -3 (Typ) P -2 (Ty.) P -1 (Typ) © I I to 1 v�� 1 ∎�i 1 wi� 1 1 !►v_ 1 iii 1 4> 1 1 /►`_! 1- 1 - IIL 1 - 1 ''/� !� 1 Z�' FAIk`'C ! 1 1 N I II 1 �� ■� �* allow I , 1 o 1 1 k lira a _ . �`i I R362C24 IIMINNIIIIIIIIIIE 1 I i; �f.�_ 4�I��._�w�: ��' '�� i.� �� (109) i 1 I � �'y ��` may �� (i - N ° 1 1 4 I �E/' MI 1 21111111 1 ��0 I �� i� 1 1 1 III o ! 1 _ 1 1 �0�� 1 _ 1 I _ 1 ��0AN 1 1 _ 1 ��pup 1 _ 1 1 a�� 1 1 1 I Ki 1 vice 1 qA I 9 �� 1 V i. - - 1 i ru L aJI�.� [+y 01 WVri �/�� E -1 -2 E -3 -3 E 2 E -3 E -3 E -3 I E -2 E -3 E -2 E -3 - -2 E -1 PURLIN 2' -5 3/4' 2'-5 ' LAP — 1 . ._ E -2 2-5 3/4 I ROOF 2 5 3/4 �.} SHEETING `' -5 3/4' PANELS: 24 Ga. R36 Turf G r een ROOF FRAMING PLAN r`�,�-' ___ 1 / ' r)) '{ r -�... ( . __ i / i . f h N•' j 3 �1 7l , 1 Li l 1 1f ' 1 I 1 / , t �(:i^� f ?��'� i 1 ,L `J , ' _ �/, -� -_- // f � I ' +" . 1 ( f.J i I \ -'� ' }r te s , l , r ,� , Al c boa _ • 1EXPIRES 12/2 61 03 1 DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED 07 //./ DRAWING ff �' 05/30/02 , J DRAWING TITLE: OWNER HANGAR 2 DRAWING NO. .. /.�'' ° I `� 2002 MORGAN ROAD 0Vitli a MCA ,QnWM in o At. 1i1le5i int c � . FILE NAME CHECKED ENG REV SUNNYSIDE, WA. 98944 ROOF FRAMING PLAN LOCATION : TUKWILA, WA JOB NUMBER i / R FAX (509) 837-8064 8064 C01987 THIS DRAWING IS NOT B U I L D I N G SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE SOLUTIONS + S E R V I C E I 7-, ,,- 1 . 1 I , I 1 Id I 1' I 1 I , I ' I , i I I I i_L1 I I I I. 1 I 1 ... 1I . ` I ... ' i 1 1 I i 1 , I 1 1 0 Inch 1/16 1 2 3 4 I 5 6 I � ' �Y� / hr^r'r, vvTe 1 laIlliIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1II III111111111 IIIIIIIiIIIIImiliIIIIIIIIiIIIIIIII liiiilmiliiilj lill b.............._._ r - \ ii \'i,' 1j i . , ' 1 n \ 11 _ ff ., : 1 I 1 1 1 • % 1/2' x 1 1/4' A307 V /VASHER 1 ') • I J ' ' ® 1/2' x 1 1/2' A323 V /VASHER _ ® I/2' x 1 I/4' A307 WVASHER 1 .� ( 1 �l ENDWALL COLUMN 1 ® 1' TEK W/O WASHER ® 1' TEK V/0 WASHER ® 1/2' x 1 1/4' A bj V/, ASHER B� > ?� 44 1 ■� 1 /4 ® 1' TEK V/0 VA HER p • p / 1 �s 2 Rr IU iID✓7LL T�� INC. 1I . p RAKE O ANGLE � .VELD ON CLIP RA -1 4 O ESC CLIP ,' �� ENDWALL 2 � :II 1 X4,5\ COLUMN 2 1 ECPC -) 1 =12) O COLDFORM ESCH CLIP Tr o o WELDED CLIPS OR MILL II 1 /2'X 1 I/2' A325 EXTERIOR OR ki I I I 111111kli- 0 FLUSH GIRTS �2 ��_ RASE PLATE . Ill ENDWALL GIRT GB -1 � ' ENDWALL GIRT PLAN ELEVATION PURLI N CONNECTI ON GIRT BRIDG A7 EI ENDWALL RAFTER TO COLUMN FLUSH ENDWALL TO BASE PLATE FOR ENDWALL 6 STANDARD ENDWALL C6 ENDWALL COLUMN TO WALL GIRT Q BY PASS SIDEWALL COLUMN STANDARD ENDWALL PEAK CONNECTION ALTERNA VARIES TE ® ERECTION BOLT V/ 1/2' x 1 1/4' A307 VASHER i ® 1/2' x l 1/2' A325 V/VASHER CABLE - O 1 O I \v ^ . 4), ® 1' TEK V/0 WASHER 4 1/4' ® /2•X 1 I /2' A325 COMPLETE INSTALLATION BY CRAPPING BOTH LEGS ON STRAND COMPLETELY. MAKE SURE ENDS SIDEWALL COLUMN , j i T._ 0 NOTE 1 • �-� ARE SNAPPED INTO PLACE. T' FLANGE "s EAVE STRUT 3 3/4' 3 3/4• BRACE /4- -�}.- SCE FRAMING PLAN Z I 1 RAFTER WEB 'OR LAP :::;:: RAKEAGE O AE c o 0 x E 1 O II O C p O O EVE STRUT 4 o C CABLE R O O II �, 1/2' 07 • II O FRAM E EYEBOLT ri' ANCHOR COLUMN BOLTS TOTE 1= SEE RIGID FRAME DWG FOR FLANGE BRC. SLOT IN WEB TO INSERT NUT BASE PLATE BOLT SIZE AND TYPE. FLG BRC ONE SIDE OF �� TOP PLATE HILLSIDE VASHER FRAME ONLY, UNLESS NOTED OTHERWISE. _ AND EYEBOLT PLAN ELEVATION 4 SIDEWALL GIRT CONNECTION ENDWALL RAFTER p PURLI N CONNECTI ON 1 SIMPLE SPAN AT INTERIOR COLUMNS LAVE STRUT TO ENDWALL RAFTER 0 B PASS WALL Q2 DIAGONAL CABLE, EYEBOLT END R2 ANCHOR BOLTS AT SIDEWALL COLUMN BYPASS LAP Q INTERIOR RAFTER EAVE STRUT TO RIGID FRAME F - N12 X 3/4' STITCH W WASHER H - 1/8' X 1/4' POP RIVET LAP GUTTER 2' AT f NOTES: ADD INSIDE CLOSURE V /MASTIC DISCONTINUITIES. WALL ON TOP OF GUTTER IF THE ROOF CAULK AS NECESSARY PANEL PITCH IS 1 =12 LESS. 1 POP RIVET. RIGID RAF TER IF REQUIRED ON ON INSIDE I T CF THE GU PLACED TER ��L '" ROOF PANEL 1114 RRR ✓j � RA 14 ��, PTo o ;;: TLf E. / SLAB EDGE LTS. TOP G ; , C. WEB S 1I1ILJ EG -14 '. ,,p ` .9 ✓ .. ; GREATER THAN FOUR. INTERIOR BASE DETAIL @ SLAB EDGE o o COLUMN � , CLOSURE 'l► v I , 'r `- y �4, BOTTOM — BOTTOM BOLTS, SEE _ � GUTTER ~` ! � / ��`'.j� �' ��,' FLANGE O 0 DRAWING FOR SIZE. GUTTER STRAP PLACE CAP INSIDE OF GUTTER G EC-1 .: j "may "" , : y'' JUL 0 2CO2 UTTER GS-1 AND POP RIVET TO GUTTER GEC-11....: 1 EG -14 AND CAULK INSIDE AS GEC -1R EXPIRES . 2/25/ 0 i NECESSARY. SECTION THRU WALL PANEL AND CONCRETE FOUNDATION BOLTS FOR RAFTER TO GUTTER STRAP PLACEMENT <I> GUTTER ENDCAP DETAIL <g> COLUMN CONNECTION V1 INTERIOR COLUMN TO RAFTER CONNECTION I iq go tall • .. ... DATE NO. REVISIONS I BY ICHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : µ• HANGAR 2 DRAWING NO. ;;;;: L1;;r. A' ,/ T'?, .1� , 4k 01/02 2002 MORGAN ROAD Z •F. S A�.T ;.;';;, DG ) F4 , 4z xe .R FILE NAME CHECKED ENG REV SUNNYSID 3 W A. 98944 DETAILS LOCATION : T UKWILA, WA JOB NUMBER • DT — FAX <509)837�8064 AND TRIM C01987 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE •OLUT I ONN + $E RV I CE 4 i49 1 . 1 1 I , 1 I I 1 ' I ' I '1 i; lf" ,il .I I t 1 !, 1 ,.• 1 .1i I • 0 Inch ' 1/16 1 2 3 .. ' 4 5 6 • ,' s Vir ivyvv re Icy u ,. . 1011111 111 1 111111 11111 11 1 11 11111.1111 1111! 1111111111111111111111111111111111 1 1111111111111111111 11 1111111111111 11 1111 1 11111 i I y D - N12 - 14 X 1 1/2' TEK V/ WASHER D - N12 - 14 X 1 1/2' TEK V/ VASHER D - 1112 - 14 X 1 1/2' TEK V/ WASHER F - N12 X 3/4' STITCH V/ VASHER E - NI2 - 14 X 1' TEK W/O VASHER D - 1112 - 14 X 1 1/2' TEK W/ WASHER F - #12 X 3/4' STITCH W/ WASHER p -NI2 - 14 X t l/2' TEK W/ VASHER F - *12 X 3/4' STITCH V. VASHER INSIDE CLOSURE F - N12 X 3/4' STITCH V/ VASHER _ 11/ ' INSIDE CLOSURE 4;° 2' -0' - CONTINUOUS CAP 6 INSIDE CLOSURE 1/2� W /MASTIC TOP 1 BOTTOM TOP RAKE 14TH UNDER RAKE TRIMIC CC -2L AL W /MASTIC TOP ADD THIS CLOSURE GUTTER ��{ BOTTOM BOTTOM IF ROOF IS PITCH EG -14 ►_ � - _ _ I ' IS 1x12 6 UNDER 1► .,� �.� 3 . INSIDE CLOSURE 1 i _ RAKE ANGLE • RA -14 I I• , NSIDE - CLE 4 1 1 ORNER CORNER CAP EAVE TM E T -14 I F 1 EAVE GUTTER _ . ICI -14 ' EAVE STRU fi► EG -14 mall ELBOW i ANGLE FLASH EG GUTTER LINER '� EH -1 4j." EAVE STRUT ESA -14 DOW NSPOUT 6, RAKE RAKE ANGLE RA -14 POP RIVET CORNER ANGLE FLASH ANGLE ► CAP TO RAKE TRIM ESA -14 ELA -14 INER PANEL FIELD CUT - LINER PANEL EAVE DETAIL EAVE DETAIL (OPTIONAL) 4j OPTIONAL > USE CC-3 1 CC -4 FOR STANDING SEAM. 1 E AVE D ETAIL CANOPY EAVE DETAIL RAKE DETAIL OPEN SIDEVALL OPEN SIDEVALL SHEETED SIDEVALL - GUTTER `/ NO SOFFIT - GUTTER 49 SHEETED ENDVALL CORNER CAP DETAIL 6 8 E - N12 - 14 X 1' TEK V/0 VASHER E - N12 - 14 X 1' TEK V/0 WASHER E - N12 - 14 X 1' TEK V/0 VASHER • PLACE RIDGE F - 1112 X 3/4' STITCH W/ VASHER F - N12 X 3/4' STITCH V/ VASHER H 1/8 X I/4' POP RIVET CAP UNDER D OCATC HOLD -RC2 PC) OUTLET TUBE RAKE TRIM 2' - 0' o.c. RAKE TRIM ADD OUTSIDE .� CONT. MASTIC ►,�� LOCATE AT 5' -0' o.c. GUTTER OT -1 —� RT - 14 ;►pus UP WALL FROM BASE EG -14 '4 1 1 ROOF PITCH IS UNDER R =TRIM CLOSURE IF DOWNSPOUT AT MAJOR RIB % �' 1812 L LOVER ,t _ DS -10 •r_ MASTIC --- -- RAKE ANGLE 1' -0' ■I .11111 I. I� GUTTER '�� , __� 4.i. L., EG -14 I CAULK WITH BOTTOM OF � / � - - ' - DOWNSPOUT W36 PANEL SEALANT GUTTER It � 2' -0 o.c. ' ,y2 ST-14 DS - l0 / �� 4's D'SPOUT HOLDERt2 PC) LOCATE AT 5 4 '� BNTO D'S I'I - 0 o.c. CAULK WITH I NON SH Y - 0' o.c. UP WALL FROM BASE TED END I lI i I III D OWNSPOUT AT VALLEY OF PANEL R 4 j CROSS CUT GUTTER EG- 4 () ►s DOWNSPOUT DS -10 • BOTTOM F 1 I / 2 ' -0 H - ( 0 I � OLDER DSS 1 TT i f ,��ff GU ER 5Ut• IN, CUT HOLE IN THE BOTTOM OF GUTTER PEAK ENDCAP 4 ELBOW ` � _�,� J 74-1 TO F OUTLET TUBE INSIDE. CAULK p p EB -1 A S NECE 6 POP RIVET OUTLET j r TO RAKE TRIM SHEETED END -0 o.c. II`` I �y TO AS SHOWN IN ETHOD 1 SP -14 A PANEL PEAK ENDCAP DETAIL I CANOPY RAKE DETAIL 3 DOWNSPOUT DETAIL 3 DOWNSPOUT HOLDER DETAIL DOWNSPOUT DETAIL DOWNSPOUT DETAIL 2 STANDARD BUILDING % 1 Cy OPEN ENDS 30 SHEETED SIDEVALL J DOWNSPOUT TO GUTTER - METHOD 1 DOWNSPOUT TO GUTTER - METHOD 2 _ F - $12 X 3/4' STITCH V/ WASHER D - 11I2 - 14 X 1 1/2' TEK V/ WASHER D - N12 - 14 X 1 1/2' TEK V/ VASHER F - M12 X 3/4' STITCH V/ VASHER 1 D - 1112 - 14 X 1 1/2• TEK W/ VASHER INSIDE CLOSURE F - N12 3/4' STITCH W VASHER r__"-.1 V /MASTIC TOP 15' 12 , 1 BOTTOM FORMED 1 , 3' all 4' MIN. RIDGE CAP EAVE TRIM I r • / } l�, II"? t SOFFIT ET-14 41> ; 4 ' / _ TRIM ' SEE NOTE 1 ST -14 _ INSIDE OUTSIDE 1r I 2' ;;; LOSURE � Ll � l MASTIC 4y � � i� O RL IN C h -TRIM / r� EAVE �� CTF -14 \ i — ANGLE y I CORNER TRIM WALL PANL CORNER ! - CT -14 SHAPE MAY TRIM Ji a�19' 4 NOTE: FIELD BEND RIDGE CAP WHEN VARY CT -14 __ 1 3 E 10 � { �V p ROOF PITCH IS OVER 4812. / PEAK DETAIL CORNER CONNECTION S SjD,y�;, � v_ f JU o ' eLL; 34 CORNER DETA ONNECTION CANOPY EAVE DETAIL - - a FORMED RIDGE CAP ;� 4 4 _ 5 V36 PANEL EXPANDABLE ENDVALL - OPEN ENDWALL SOFFIT EXPIRES 121261 (53 1 D oa . iqg ....,. .._ ....._. . DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED 05/31/02 W DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 2002 MORGAN ROAD TRIM JOB NUMBER FILE NAME CHECKED ENG REV SUNNYSIDE WA 98944 LOCATION TUKWILA, WA DT -R C5 FAX �50 839- 700064 C01987 - -- THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER ST EELCRAFT CONSTRUCTION SHEET OF TO SCALE SO LUTIONS +SERVICE .� 5 1 1 1 I I I I I I I , I r 1 1, i 1 ~r r I 1 ;1 I I 1, � -. .., ` , . 1 1 I l „ 0 Inch 1/16 1 2 3, a 5 • 6 . Xr u , ', WTr4,r rr ! ' „, y �7 J s I; l L t i ' . . i� _ _. S l V l - = - --- - - � _.�...._ 0 hb r■......—._.____ I P A N E L F A S T E N E R P L A C E M E N T T SEE TABLE Of MAXIMUM FASTENER SPACING FOR MAXIMUM SPACING IN ANY PANEL AREA - 7 r - 2• 12' 12' - 1 0 1 © lec t i ib t 'Kr— -0, 0 I I 1 2 01 0 , iO el / ♦ /—\._ q SO I © __,....-...\..-\\ /--\ ROOF - MID PURLINS ©t SO I © O WALLS - MID GIRTS 3 I I 2' 8' 4 • 8' 4' 8' 2' O I ® IC) t I i t I t ib —ROO F— IN THE LESSER OFO.1 WIDTH OR10FEET MAXIMUM FASTENER -N- �� S P A C I N G B Y ARE A i I PANEL AREA CODE MAX. FASTENER ROOF - PEAK PURLINS, PURLINS @ PANEL ENDLAPS I I WALLS - @ BASE ANGLE OR BASE GIRT I I SYMBOL AREA SPACING (IN.) 2 ' 8' 4• 8' 4' __ 8- 2' ® © I® C CORNER 6' 1 1 I E OVERHANG 6' I t lb if t dr dr t dr • I — W A L L— 1 1 EC OVERHANG CORNER 6 S EAVE, RAKE, RIDGE 6' "� /\ ` R :::: OF, 12' . 1 ROOF AND WALL TOP - & EAVE STRUTS WC S 6' A L L O W A B L E L ❑ A D S W WALL OTHER 12' • 12' 12• 12- , r T P E R S T A N D A R D F A S T E N E R BOLT DIAMETER 1/4' t -- TEK & STITCH PURLIN /GIRT GUAGE I 12 GA. 14 GA. 16 GA. EMBEDMENT 3 " ULT. PULLOUT VALUES, POUNDS 1856 1181 848 SAFETY FACTOR 2.5 2.5 2.5 , WORKING PULLOUT LOAD, POUNDS 742 472 339 1 /C ; � ( / 1 ; r - � , ��_ WALLS MID GIRTS 1 t -- 'A36' PANEL ?'l PURL GAUGE 26 24 -., il r 12 12' 12' ULT. PULLOVER VALUES. POUNDS 630 902 ' , f / ij • • T `r SAFETY FACTOR 2.5 2.5 f j j 1 ��/ l WORKING PULLOVER LOAD. POUNDS 250 360 r _ _ 1-----/ + j�% -� ._ d r 4 r t TEK & STITCH - -._. 'j. )', , '' -- ---_ __� 1 , 1 _ ` y, \i 11, I , � - _�. ,_,� 1 ,,t. `r • �� L,. WALL - TOP AND BOTTOM u 1°. O� `,{ 1S' j .1;� ' ' ; _ 'A36' PANEL f 1 :.' TOP - @ EAVE STRUTS 12' _ 36 36' 36' 36' 12' " ' r ' " ih G BOTTOM - @ BASE ANGLE OR BASE GIRT r" — 1 � � r e. , 11 m • • • • o _ 361 7 ' � STANDARD PANEL LAP & TRIM FASTENER f. STANDARD ROOF & WALL PANEL FASTENERS BASE ANGLE � �'G T R`�� , '� , ~ ;: s' #12x 3/4' SELF TAPPING ff, ..gTF, G` � 'BUILDEX' #12 -14X 1 1/2' MINIMUM TEKS ,r r O:'gA�, E JU N 7 20' FULL LENGTH, ROOF PANELS (SELF DRILLING) WITH 9/16' p 3 2002 20' FULL LENGTH, WALL PANELS SEALING WASHER $ A S E A N G L E A N C H❑ R S P A C I N G .,.. �.' :.'; . ' 1 EXPIRES 12/26/ 03 j • DATE NO. REVISIONS BY CHK. DATE DRAWN r ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. • 05/31/02 Pi-- FILE NAME CHECKED ENG REV 20OAN ROAD FASTENER PLACEMENT SUNNYSID02 MRG E , WA. 98944 LOCATION TUKWILA, WA JOB NUMBER • CSFN CS FAX 0 509 3 83 7 8064 C01987 THIS DRAWING IS NOT B U I L D I NG SYSTEMS BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE SOLUTIONS + SERVICE 10 1_-1 ` T I I ' I , �. Id I r . T I 1, 1 1 i I l i I I i i i t$ I I I.r I I I ;, 1 _, ! I 1 1 , 1 i,,. I 0 Inch 1/16 � 2 : 3 , d I l 5 6 ,'.',Y i %Y!Lnrirrnrinr e ' . i t Y 0 J 2'. s L v l 1 .i.',--- ..._ _- __ - - 6 - - ' 101111111111111111111111111, 111111iil�iiii! �miil11111� �11111l��1�11111►► IIIIIIIIIII111111111111111i111111111111i�iil�liiiiliiiilIliihffi1liiil • • I AIMMUMIUMWMMMMI _ , r-= ° --; ' r= °;_ - 6" 6" _ _. -- __ � N — _. r _ 6 N 6 1 2 __ _ -- _ — 2 " ° o ACK BEAM ON OPPOSITE SIDE OF FRAME __ f 2N — __ 6 / N . 2 " . o' ■ 2 H H • • ) 1 _ ! / / ! : � j J ! } i Lj i , ! I. i-, DO • . .. ' i , i 19? .. . v., i i In r,.:,....- s� 1 '- 3, _, 3 . '0 '70, z ' l • .O 36197 c s`' CABLE SLOT LOCATIONS TYPICAL ON FRAME LINES 2, 3, 6, 7, 10, 11, 14, 15 t .4 'o sTY: ��w INFORMATION IS MIRRORED FOR FRAME LINES: 4, 5, 8, 9, 12, 13, 16, 17 /ONAti ECG = . sEP a 2oa `EXPIRES 12126/ C3 I YI DATE NO. REVISIONS BY CHK. DATE DRAWN ENG CHECKED DRAWING TITLE: OWNER : HANGAR 2 DRAWING NO. 9/04/02 1 ADDED PAGE TO DRAWING SET 'AH 09/03/02 FILE NAME CHECKED ENG REV 2002 MORGAN ROAD CA SLOT LOCATIONS JOB NUMBER SUN WA 98 94 4 LOCATION : TUKWILA WA CS • (5 09) 8 39 -7000 C01987 THIS DRAWING IS NOT BUILDING SYSTEMS FAX (S09) 837 -8064 BUILDER : STEELCRAFT CONSTRUCTION SHEET OF TO SCALE $OLUT I ON$ + iERV I CE I�r, ' I i i 1 I, 1 I I 1 1 1 i i i l i i l i v l i'`i i i i .. l . . _ HI 1 ' I 1 i I i ' i I 11 I J. I f i � 0 Inch 1/16 1 2 ' 3 4 5 6 v , ,. Y • ES J'a.c . .,, Y . • 1 1 Iii 1111111111111111111111 111111111111 1 i 1 i 1 1111111i1i1111111111111111111itii1i1111i111i11111111I1111111111 � �� 1 ��IHOHdHH1ld 61P- -_. . I • • GTSM GTSM GTSM TABLE 3 TABLE 3 1. ALL `WEB O F L AE WELDS � `45 .� — !G I A ¢ - t �I TABLE 2 ONE SIDE ONLY. 0 0 �I 23. GAP S /1 6 OR g N. P. 1 TABLE 3 GREATE BY SI ZE OF GAP. GENERAL NOTES: I i i Co ■ N 1W. P. 51 M 0 1W. P. 3 / I O O TABLE 3 ARE OF J 4 G= 0' TO 1 /1 6' ■ 4. FOLLOW APPROPRI ATE ■ ° —11 r6= 0' TO 1 /16' RI P. 1 I DESIGN STIFFENER WELDI NG PROCEDURE ( W. P. ) -�- �� WP1 & WP6 APPLIES. DATA SHEETS FOR ALL WELDS k P. 6 I O O i:r ZE FROM TABLE 2. , iiiiiq-:iii 0 O \ BOTH SI DES OF STI rFENER AND AVAILABLE EQUIPMENT. DETAI L B, 0 0 i TABLE 2 TWO I NCHES FROM FLANGE. REFER TO WELDING k 4 1 (W P. 21 1/8' TO 1 /4' TABLE 2 • STANDARDS MANUAL. ,, N. P. 1 1 )g WELD OPPOSITE SIDE °■ ° 6' EVERY 24' 1 - � _____ $ECTI ❑N ' F' $ECTI ON ' K' 1 DETAIL ' C' $ECTI ON ' H' _ _ y E (E)= T/2 , TABLE 2 GTSM I F� TABLE 3 pr liar '' DETAIL ' A' 11 iv. P. 1 i i� FILLET SI ZE ( SEE NOTE 2) DETAIL ' B' WELD SI ZE AS SHOWN • . Co F. C. A. W. ❑THERW? SE REFER TO TABLE 2. cn TABLE 3 3 V �� WEB I <TABLE 3 THI CKNESS S. A. W. WELD ON ONE WELD ON DETAIL B k 8 1 IW P. 3 W P. 1 V3 SI DE ONLY BOTH SI DES IW P. 1 I . 1 345 1 /8 3/1 6 3/1 6 TABLE 3 • 1 799 3/1 6 •1 /4 3/1 6 (W P. 1 1 /4' 1/4 5/1 6 3/16 GTSM ' H' 5/1 6' 1/4 5/1 6 3/1 6 45 3/8' 5/1 6 3/8 3/1 6 DETAI D' ; 1 /2' 3/8 1 /2 1 /4 41 � ' ii 1W. P. 2 • �_': ' SUN WELD PROCEDURE TABLE • • DETAIL ' C' 1W. P. 6I PROCEDURE 17/1 6' AND DETAI L ' D' v3 MRANGE NGI AL `TABLE 3 W P. I . D. # DESCRI PTI ON RANGE OVER .- ; 1 SUN F -1 F. C. A. W. T OR CORNER JOI NT 1 /8' - 1 /2' � 2 SUN FS -1 S. A. W - F. C. A. W FLANGE SPLICE 3/1 6' - 5/16' - - - . " - � � "' 3 SUN FS -2 SAW. F. C. A. W FLANGE SPLICE 3/8' 1 1/2' • 4 SUN F -2 F. C. A. W. BUTT JOI NT 1/8' - 5/16' i' 0 5 SUN F -3 F. C. A. W. BUTT JOI NT 3/8' - 1 1/2' lir r, 1 6 SUN F -4 F. C. A. W. T OR CORNER JOI NT 1/2' - 1 1/2' iii � TABLE 3 N. P. 71 . -- t DETAIL ' C' •, UN S -1 S. A. W. T -JOI NT BEAM WELDER 1/8' - 1/2 " S,S -2 S. A. W WEB SPLICE 1/8' - 1/4' TABLE 2 L __ t I 3/8 MAX. i o ff ` TABLE 2 • :0, .„ FLANGE FI LLET SI ZE N, �. . � - -: 7 !3 THI CKNESS ( SEE NOTE 2) V 3 < TABLE 3 1" '- " _ � 3 .„ V _' 3/1 6' -1 /4' 1 /4' 1 I1W. P. ' 1 ; r `c, � . -; 5/1 6' 5/1 6' DETAIL ' A' , ' � L ' � .ST �' 4: • "` ` � J SEP 4 2002 3/8' 3/8' • K' , . w�._� 3/8' USE WP -7 _i 1 DATE NO. REVISIONS BY CHIC DATE DRAWN DRAWING TITLE: OWNER • ' HANGAR 2 - MUSEUM OF FLIGHT DRAWING NO. 9/04/02 1 ADD PAGE TO DRAWING SET AH 12/03/97 AH SUN SI R , WA . 9844 SUN B UI LDING SYSTEMS FILE NAME CHECKED N 9 LOCATION TUKWILA, WA JOB NUMBER CEBCOL -2 FAX (509) WELDING STANDARDS C01987 THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : STEELCRAF T SHEET OF TO SCA1 •OLUT I O N= + i E RV I 1. CE DESIGN LOADS 1 (n le ,'„ 2. 0 Inch 1/16 1 2 3 4 I 5 6 s E f c I G i i s 1'11 7 2 - —_ — -- — ,._.,„..... — - t o 1 IIIN1111111iiiliiii11iu111111iiiiliI1111111 1111iliiii1111111111111 1111 11111111111111111i111111111111111liiii1Iiiili111111lllllli 6 . 1 • GTSM E (E)=T/2 • a GTSM GTSM . • (� _L 0 T _! mai I TABLE 3 TABLE 3 0 1C . - i _ , —L I I YPI CAL _ _4 J[G TO .-4 __.145- 0' TO v ?o I► II TABLE 2 A GTSM — ° co � ■ 0 0 i - _i '' ■ 7 , l I Ir — 1- -I k P. 5 k P. 31 k P. 8 (W. P. 3j O O TABLE 3 ► TABLE 3 z i � G= 0' TO TO 1 /16' D a 1 /1 6' G 0 / (W p, 1 pESI GN STIFFENER in ■`" ° ___I r -�- WP 1 & WP6 APPLIES. Co lir iu r�i 0 O W ELD SIZE FROM TABLE 2. ■ � TABLE 2 � � � --_i FI LLET BOTH SI DES H O� N STI F DENER W P. 6 Iv. P. 1 1 0 ,r (W. P. 211/8' TO 1 /4' 0 O Two INCHES FROM FLANGE. 1 1W. P. 4 m (W, P. 2 DETAIL B ■ WELD SIZE AS SHOWN t _ OTHERWISE REFER TO TABLE 2. DETAIL ' B' DETAIL ' C' DETAIL ' D' SECTION ' F' $ECTI ON ' H' - - • 3/16' ` 4 A 3/16' i 4 3/16' v 4 A 3/16'r 4 DETAIL ' B' 1) 1 cii,q1 _ - DETAIL ' Br "H' F' 3/16• V1. 5 , i 5 y ' F' DETAIL r C" 3/16 _ --- / ,' 1. 5 �I B 3/16' 5 7 — — DETAI L ' D' � 11 3/16' p (W P. • 7I GENERAL. NOTES: IV. P. 1 1. ALL WEB TO FLANGE WELDS A PURLI N & GIRT CLIP V3 C ABLE 3 ABLE 3 I '"'" W P 1 ' �• , TO BE S. A. W. CONTINUOUS BY -FRAME TABLE 3 1 ONE SI DE ONLY. B FLANGE BRACE CLIP \LL114/1,1•%:!?,,,, w 2 INCREASE FILLET SIZE I F �'d_� S , f �, �,, GAP AT ROOT I S 1/1 6' OR I S rY GREATER, BY SIZE OF GAP. ' `f ' r , . , .. T . : .. ,. - ' Ps, `� ' ` ; 3. ALL FI LLET WELD LEGS 3/16 ARE OF EQUAL SIZE. 3/16' 4 3/16' 4 - DETAIL C I"I �'' ' 4. FOLLOW APPROPRIATE 3/16' 4 f V r wELDI NG PROCEDURE C W. P. ) _ � • I DATA SHEETS FOR ALL WELDS F) I: `I �� ; +� Y 36197 ' DEPENDING ON PROCESS, -- — —. —� d� � STE 4� �r ��'`r JOI NT TYPE, WELD TYPE -� I �s �� f+ AND AVAI LABLE EQUI PMENT. REFER TO WELD! NG O�V��, < i c '— 1 '` Si ' SEP 4 2)02 ST MAN UAL. . ..,. . �. ._._ _ " ' ' ' 1 EXPIRES 12I26! 03 '� WELD OPPOSITE SIDE 6' EVERY 24' PURLIN &GIRT CLIP TABLE �. , FLUSH . R :I f'vliE,Di EFON, INC. SUN \IE LD PROCEDURE TABLE — ._.____.. _ .. _ _ ._. ........ _........_._.._ __._.__.._ FILLET SI ZE C SEE NOTE 2) PROCEDURE MATERIAL WEB F. C. A. W. W. P. I . D. # DESCRI PTI ON RANGE TABLE 2 THICKNESS S. A. W. WELD ON ONE WELD ON 1 SUN F -1 F. C. A. W. T OR CORNER JOINT 1 /8' - 1 /2' SI DE ONLY BOTH SI DES 2 SUN FS -1 S. A. W. - F. C. A. W FLANGE SPLICE 3/16' - 5/16' FLANGE FI LLET SI ZE . 1 345 1 /8 3/1 6 3/1 6 3 SUN FS -2 S. A. W. - F. C. A. W FLANGE SPLICE 3/8' - 1 1/2' THICKNESS (SEE NOTE 2) . 1 799 3/1 6 1 /4 3/1 6 4 SUN F -2 F. C. A. W. BUTT JOINT 1 /8' - 5/16' 3/1 6' -1 /4' 1 /4' 1 /4' 1 /4 5/1 6 3/1 6 5 SUN F -3 F. C. A. W, BUTT JOI NT 3/8' - 1 1/2' 5/16' 5/16' 5/1 6' 1 /4 5/1 6 3/1 6 6 SUN F -4 F. C. A. V T OR CORNER JOI NT 1 /2' - 1 1/2' 3/8' 3/8' _ 3/8' 5/16 3/8 3/1 6 7 SUN S -1 S. A. W. T -JOI NT BEAM WELDER 1 /8' - 1 /2' X3/8' USE WP -7 1 /2' _ 3/8'* 1 /2 1/4 8 SUN S -2 S. A. W. BUTT JOINT 1 /8' - 1 /4' DATE NO. REVISIONS BY CHK, DATE DRAWN DRAWING TITLE: OWNER : HANGAR 2 - MUSEUM OF FLIGHT DRAWING NO. 9/04/02 1 ADD PAGE TO DRAWING SET AH 12/03/97 AH FILE NAME CHECKED SU2002 IDER 98944 SUN BUILDING SYSTEMS JOB NUMBER LOCATION TU KWILA, WA CWBRFT - FAX (509)3839 -0383 WELDING STANDARDS C01987 THIS DRAWING IS NOT BUILDING SYSTEMS . BUILDER : STEELCRAFT SHEET OF — TO SCALE •OLUT I ON$ + $E RV I CE DESIGN LOADS ' I , , , 1 I I . 1 , I I I , ,i . I i I i i j i , I :i , )i i II . I , ' i I I ! . , ,, , 0 Inch 1/16 1 2' 3 d 6 6 try o, s I 0 1 III 1IIII IIII1IIIIIIIII1IIIIIIIII1II_ IIIIIII . IIII1IIIIIIIII1IIIIIIIII11111 11111IIIIIIIIIIIIIIIIIIIIII111111111111�11111111111111111111iii 11111 . tj rRAME 'LINE: 1,18 GIRT DEPTH: 8' PURLIN DEPTH: FLANGE BRACE LENGTH: • FABRICATION DRAWING #EC -3 11 i I 13 la 2 PIECES AS SHOWN , _ __. FILE_ C 0 PY 0. 1 I, n d ^'''9 1 h ^t +fin .7'F, CT 0111 •C°R :s`!,:iinl`•l f1 t ?? ` Mark Qnt Description D =DIAMETER , L , G =GAGE EC -3 1 W8x10 x 197 3/8" \ - Cam, EPE1 1 6" x 1/2" x 8" PL •+ • -- jt o 'i PG -8 8 5 1/2" x 3/16" x 7 1/4" PL O 0 Z z o n. O 9 , 1 es FAB LEN = 197 7/8" ___.......,.........- \ 0 CUT LEN = 197 3/8" Ce Q r - f -- ; S / /! z 132 O 168" U I ci 1=1 0- 7/8" LL G -4" Q L_ ___I 2 ∎ - Q� —Jr Z 2" (TYP.) Z N 2•• U 1. 0 0 --I " t` 4" W 4 � �, iinz N W 4 ^ 4 oc W .� _l a a I- - Oz� 0 0 (nom, u 1: ,c F I 0 - 5 /8" Ne 3 15/ 16" u } w 4" EPE1 . , 0 -, ) ,.._ j i:L-i- N i l 0 : _ i : L . i3I 4 cx ES AUG 1 ? 2002 w 1/2" x 6" x 8" PL REID MIDDLETON, INC. 4 6 < Doi.. t 413 _...,,,. f..... c4 a a c0 'I i i I I .. 'I I I I - I - i ; ;iii:i:i ;.i:i • . i'I iii - i; i' -i I I I j i , i I • 0 Inch 1/16 1 2 3 . 4 5 6 'I i •,. \.Se.Lr r y`/ A...:9 , r . :III 1I111I111111111I111111I11 1111111_I1IIIII!I11II 1111111.1 1II111111I111111I11IIIIliI111IhI11IIlIIIIIIIII1 1 11111�11ILIIIII1IIIIIIIIIhIIIIIIII hIP' I FRAME LINE: 1,18 GIRT DEPTH: 8" PURLIN DEPTH: FLANGE BRACE LENGTH: • N DRAWING — . FABRICATION #EC 1 • i . 2 . PIECES AS SHOWN y... c --- rirm i ,' F.; FAB LEN = 197 7/8" > CUT LEN = 197 3/8" / �1 � p gm r /26/ 05 z .., 9 Yew for " 19 8" O Sections 9 E 8" cs 6 1/2" 48" 89" 126" 132" 138" 168" 188 7/8' -' 00 1 ~ I — 1 — 1 —1 —1 —1 CS W IY • D 7/8" G =4" �_, , 2 - _ F cU 1 N --+ ao 4 _ 4" TYP. v > Jr in vs 2 V) �� u. 4 ^ W - Q— z z Q z Q z Q 4" O ' St °° CO S t 0 0 St st U I A. r- ..-1 k ca a o. O O 1- a a I A f=1 • • .. Q 3 15 6° D= 5/8 W m Leo 0� A I— z O z O -' V) co U a Q 0 o 12 x CO - 1 a U 2 S U • . (4 Cil. 1 I 1 II p 4" EPE1 d z 0 0 'L.._ .—T' `) w v � . 1� ® ��. Z t,J 0 =DIAMETER D IA. 1 —t Mork Qnt Description G..CAGE HOLES 3" EC -1 _ 1 W8x10 x 197 3/8" ®< L SLOT TABLE 1/2" x 6" x 8" PL EPE1 1 . 6" x 1/2" x 8" PL ID SIZE N PG -8 8 5 1/2" x 3/16" x 7 1/4" PL S 1 7/8 "x2" \ W DO • lqg 1 N A 1•1 1 I 1 I I . 1 •1 1 i ! � I i I i! I I.I i i I • ii ' I ili .. i ' 4 1 -, 1 1 1 1 1. 1 � I I I I I 1 1 0 Inch 1/16 1 2 3' 4 5 6 , '..'1'' r WTI 1 . T . rrre .. S l 1 ( ( G . i _ i - . _ ::_ ii _. _. -, L _ �_ g : _ -- - L i ___.,�_._. 0 Illi�llll Ilil�lllllllll�lllllllll� Il IIIIIII1IIII11111111 Il II1II1IIIIIII1I1ILIIIIIII1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL�IllllllffillIIIIIIIIIIIII hill. FRAME LINE: 1,18 GIRT DEPTH: 8' PURLIN DEPTH: FLANGE BRACE LENGTH: #- - FABRICATION D RAWING �C 2 r,......., 2 .PIECES AS SHOWNA 4 ..... d u 14. Mark Qnt Description 0= DIAMETER ,.�' i lli G =GAGE EC -2 1 W8x10 x 210 1/4" SLOT TABLE EPE1 1 6" x 1/2" x 8" PL ID SIZE (T PG -8 8 5 1/2" x 3/16" x 7 1/4" PL S1 7/8 "x2" :iii O �r Z / () 1 4 Z • O 9 I-- e ., 00 FAB LEN = 210 3/4" O 0 W CUT LEN = 210 1/4" [Y r - CD Yew for Sections 208 1/2" z I 132" 204 1/2" p CLJ ' 6 1/2" 48" 89" 126" 138 168" 201 3/4" U C I -1 1 — 1 ~ 1 — 1 1 1 I I— A N L 12 • p- 7/8 L� Gs• 4" Q CZ 2 �, z I 2" (TYP.) !II z0 z O O -- 2 — l∎ i '`5 4 TYP. n W !� 4. 4" ^ w' o, °° 0 ao 0 4" W W o .--+ S1 t� S1 o Si Si a l-- Z O Q ---.. a a ° O O -1 o U ix ¢ i ca —/ a c) r— —1 . _ D.• 5/8" 1 I V 3 15/16" 4l l EPE1 0 • 4" v) z 0 d) 7/8" w cc HOLES 3 .. 1/2" x 6" x 8" PL ®< D0a • 19? W a a I I , I . I I, i; I;I.I I I', t ' I li I , i . , .,.� t , ! I i .. ,, il 0 Inch 1/16 1 2 3 4 5 6 . L 1 0 1 1 0 11 I11 1 111 11 1 111111111111 11 1 1111111 I1 11 11 III I 11111 1111 I IIII 11111 111111111111111 11111 IIIIII1IIIIII I III I I I IIIIII1III1 111111 IIIIIIIIinn11 111111 II 6 111111111MW FRAME LINE: 1,18 GIRT DEPTH: 8' PURLIN DEPTH: FLANGE BRACE LENGTH: FABRICATION TION DRAWING #EC-4 11 1 gh 2 .PIECES AS SHOWN • i ° '1.--, c ,g+ FAB LEN = 210 3/4" , cLij2:1 r CUT LEN = 210 1/4" . 2 q0P—, Z 9 Yew for 208 1 /2" O _.....______ es Sections 204 1/2" r-- r/1 00 48" 89" 132" 168" a W CZ 0.1 7/8" G =4" ,- 2 ,. _ 2" O " TY N 4 N O O 1 V) . 4" p J2P. \ z z Z z 4" 0 i N. 1 a co U o O O a a 1--- a a L. 3 15/16" U r J co • W i j i cr LiJ ^^ W E— Z c a Z A -' v) aa U a Q Y m 0 oc x CO -) C1 U x U R1 H 4" EPE 1 Z cr 4 " . ® D =DWMETER 7/6" I A. r —t ® ® Mark Qnt Description c =CAGE HOLES � W 3" EC-4 1 W8x10 x 210 1/4" EPE1 1 6" x 1 /2" x 8" PL 1/2" x 6 x 8 PL PG -8 8 5 1 /2" x 3/ 16" x 7 1 /4" PL a ca II i I I 111 I • I i 11, }11,11 ''I 1 I 1 I 1 0 Inch 1/16 1 2 3, ` d 5 6 , ,r . � r.r YYVI1rre g y 1 1 i i L < ' t i _ - - - - -- I t 0 1 111 11111111 1111111111111111111 1 1 1 1 11 . 1111111 11111111111111111111111111111111111111 II1 11111111111111111111 1 1 111 �� Il ll i 11 1111 1 11111 FRAME LINE: 1,18 GIRT DEPTH: PURLIN DEPTH: 8' FLANGE BRACE LENGTH: FABRICATION DRAWING #ER 1 1 4 2 PIECES AS SHOWNq . .1 lg g N. o 263 15/16" Z N. lag, 263 7/16" _ p Q � o View (� Sections ,—, 00 C3 3 6 11/16" 79 15/16" 123 3/16" 166 7/16" 209 11/16" 252 15 /16" W 4" _ 6 1/4" 1 1/4" 1 1/4" PG -8 16 5/8" _ . 1/4 "x4" KP 1 A� m o0 0o ao iiii 12 1�•" (U MIN. GUS a �' �' ,, �' = 12" 11 Z (lJ �` 1 . � F PLATE !� O O U I 4" 9 3 /4 "�t� !� W12x14 4" W W r �'I • 2 1/4 1 1 Q 1 — 2 1/4" Li 1--1 0. 5 /S" _ �� 11 11/161 16 5/8" A~ 167 1 /4 "� D. 5/g G -2 1/2 U N 4 -1 j 14 3/8" KP1 -1 169_15/16: W � �1 1 264 7/16" Q I --- 2 O z a_ 264 15/16" _ V) o U Q = m _) la L.1 3 D =11/16" 1 " U KP1 ;Fia O I - ' 2 3/4" ova 3" Mork Qnt Description O o 3" W12x14 ER -1 1 W12x14 x 264 7/16" 0 0 KP1 2 3/8 x 3" x 11 1/2" 0 =01AMETER 2 3/4" PG -8 7 5 1/2" x 3/16" x 7 1/4" PI. G =GAGE L_ IU / . EP1 1 1/2" x 6" x12" PL 1 3/4" 1 1/4" • t ' DETAIL A —A to z O H W ce ® ®< Q' • D 0 ° 4 6 • iq g W F- Q A I I I , I.` I I. 1 " I. I I , i i t I i i i, I I I . i .; i I I i` I i ,, i. i t I ! i I ....„ ,.,,, '0 Inch 1/16 1 2 3 11. 5 6 tr V '-1' r SI 7t G l G l l., l j U 2 � ._.c -_- c __ V r---- o • 1 111(401111111 11111111 1111 111111111 1111I111111111111111111111111111111111111111111111111111111111111111111111 likir - RAiME LINE: 1 @A,18 @D GIRT DEPTH: PURLIN DEPTH: 8' FLANGE BRACE LENGTH: EABRICATI ❑N D RAWING #ER 2 1111 2 PIECES AS SHOWN l 'igu i "l 1 263 15/16" 263 7/16" JgjD1 Yew r O (?):)1:6 Sections Z kw 4" 36 11/16" 79 15/16" 123 3/16" 166 7/16" 209 11/16" 252 15/16" O ..,,, 9 !!;:i - 1 1 - 1 --- - 1 1 — 1 6 1/e 1 1/4 1 1/4 PG -8 r 1rL / - yO {} MIN GUSSET (� l� W 4" 9 3/4 + � FLUSH PLATE W12x14 4" 0 0 O 1� 2 1 /4" (.4 I L 2 1/4• 4 "L C•2 1/2" �--f- Z CU ``1 � fi 11-1 0 5/8" D. 5/8" CU 1 F 1 1 1 1 1/ 16" 167 1/4"1 G.2 1/2" 0 " I 14 3/8" 169 15/16" Q a LL a a 264 7/16" Q 264 15/16" u 00 Li fY L i °, A F- ° z Oza J (/) cra U Q t 2 0 0 fY S R1 '1 A V 2 c0 1 " Mork Qnt Description o ER -2 1 W12x14 x 264 7/16" H -- O =DIAMETER W12x14 j PG -8 7 5 1/2" x 3/16" x 7 1/4' PL G= GAGE m EP1 1 1/2" x 6" x 12" PL a La I a I f, i ,, f, 1 1 I'I'I ( i,l,liiiLtiililiiil;.'i 4.I 1 I! Y f i. i . I 1 0 Inch 1/16 1 2' 3 4 5 6 y, i !+XLr^r1Tnok►rre SL V[l L[ . l al t i o IIINIIIIIIIIII II II I I I I I I I II I II III III I I II II 1 1 1111H111I11111I111111111I111Ii111i111111111111111i I IIIIlliiiiIIIII l I II IIIIIIiIIIIIIIIIiII I I l 4 • 7 RAME LINE: 3,6 -13,16 GIRT DEPTH: 10'„ 8' PURI_IN DEPTH: 8' FLANGE BRACE LENGTH: FABRICATION DRAWING #RF1-1 03 6 . 10 PIECES AS SHOWN RF1-1 . . Ifil g 1 209 9/16" 208 13/16" 203 5/16" 0+ S1 200 3/4" 1" 0 „ 1ST HOLE IN EP5 N 12 z gr. 198 1/2 � 9 19 OF OF3 & EP5 < c EP5 '-' I - fas ,t FLUSH FP5 3 OF3 co 4, g:'<g! 11 6 1/ '`''` , � 00 • 198 3 8 es 0= 7/8" TOP OF ST1 MIN. G. cx G =4 48" 89. 132n 168" 192 7/8" EP5 —"I A a - 10 * PC - 10 �P� -10 _.1 11,2a - TOP OF ST2 O WB7 o j F- (11 ci . ee e 1l Il OF1 n m oo O co 4" _ o 2' TY N Z (J� N S1 � P. 6 9/16" KP1 ° S1 � w W N i 8 ".L. WB 1 A 1 1 1 A v? a, U i ' 12 1/2 NS FS .„ST1 NS /FS 4 3 16" - { a a a m PG -8 11 PG-8 ii IF1 PG-8 u �-t-- ' EP2 , 1 � • 9 1 36" ] 89" II U N. .1 � � .•I 144" N -- - - 00 L 0 C .P � N CI (•-) II it W cm 1y 193 1 /2 N N � A 1•'- Z O Z a- .. - \\ -I (A M U a Q x N--6 0 o a X 7 cr 1 4- \ \ Ne M ril >- OF2 , D= 11/16" MARK QNT DESCRIPTION 3 1/4" WB1 1 3/16" x12 "x209 13/16" / 0 0 WB7 1 3/16' X 10 3116" X 9 1/2" J 6 1/4" "N" ----- EP5 ST1 2 1/4' x3"x5 1/2" o o - O TI ST2 2 3/8" X 3" X 11 1 9 1/4" ' a, OF1 1 1/4" x6 "x208 13 16 • x o o x OF2 1 1/4" x6 "x21 13 16" v o v) OF3 1 1/4" x6 "x9 1/2 . _______ o EP5 1 1/2" x6"x 10 1/4" ' ' - ' ' ' - ' 1 I 1 PG -10 4 3/16" x5 1/2' 8" - LJ PG -8 4 3/16 x5 1/2"x7 1/4" 00 17" (/) o I I I I , 1 IF1 1 1/4" x6"x193 1 2" M o -1 O EP1 1 1 2" x6"x12 1 2" 0o a o _ � EP2 1 5 8 x6 x20 3 4 O - N - rn , KP1 2 3/8" X 3" X 17" I- N rn ° ----Ail � SLOT TABL o ID SIZE ‹.‹1‹.<L,, • DETAIL A -A S1 7/8 "x2" W 1- Q 1 1 i I I t' I.� I I I. ; i i i I i .i. 1 .1 I i I I I i 1 ' � i I I I I ! I I I I i I 1 1 0 Inch 1/16 1 _ 2 .` ` I 'd 5 6 r , �tij- - . • l 0 111N1111111111111111111111111 11111111 1111111111111 111 1 1 1111, 1111111111111111111111111111111111111111111111111111111111llllll�llllllllllllll�llll1ll1l 6 11 FRAME LINE: 2,17 GIRT DEPTH: 10', 8' PURLIN DEPTH: 8' FLANGE BRACE LENGTH: FABRICATION DRAWING #RF - ligi B 2 4 2. PIECES AS SHOWN g rL 209 9/16 "+ . (J�? 6. 208 13/16" 203 5/16", 1 11 O s1 7 2 q0D 00 3/4" 12 z 1ST HOLE O 9 IN EP5 o N r2 6 1 /2 EP5 B FLLUSH F 198 1 /2 - oo ea= EPSF OF3`r G= 31112" C'S D= 7/8 W' " y lL G =4 48 -' 89 132; 168 198 1 ::: a,.fa e�Psz. -10 pF 1 8 —10 r P�, -10 NS /FS o W87 Z I oo O N V) fl II :: 3 2" TYP. S1 oS1 _ WB1 v' rn Q , U W I W \ L1 .__ : _ : 12 1/2t_ LL A a PG-8 a PG-8 IF1 PG-8 A 1 EP2 C U 36" 89 144 "J r ry� Q1 N —I 1 ce O . ? 01 W o II 11 193 1/2" � \ C..4 W '� -. N N - - ca f— Z Z a- I - : : \< -1 (4 m U ¢ Q x N oia o a o =as , Y 2 V } Oa MARK QNT DESCRIPTION WB1 1 3/16" x12 "x209 13/16" y WB7 1 3/16" x10 3/16 "x9 1/2" ST1 2 1/4" x3 "x1 1 7/8" OF1 1 1/4" x6 "x208 13/16" ce OF3 1 1/4" x6"x9 1/2" OF2 1 1/4" x6 "x21 13,116" _ EP5 1 1/2" x6 "x 10 1/4" PG -10 4 3/16" x5 1/2' x8" PG -8 4 3/16' x5 1/2"x7 1 /4" IF1 1 1 /4" x6"x193 /2" SLOT TABLE EP 1 1 1 /2 x6 "x 12 1 " ID SIZE ® ‹ EP2 1 5l8" x6 "x20 3L4" S1 7/8 "x2" Do •19g ,_ a ,., I ' 1 1 i 1 , J I;. i . l . l .. i ' 1. : i 1. i l i i i i i i i l i i l i i l, ' i t, ., 1 I 1 I I i . i I 1 0 Inch 1/16 1 2` 3`` .4 5 6 y'y �tiy I 2 - �.L ,------71,- ------- -r--_- _ - - 1 . - 1 611111 lililiili 11 11111 i1il1Li11111 itiiiili�li1��11 11i1�1��l��i1i�► iliili1iililiiil1ili ►Iiiil1liillilll11111,111111111111111111111111 ■ FRAME LINE: 2,3,6 -13,17 GIRT DEPTH: PURLIN DEPTH: FLANGE BRACE LENGTH: FABRICATION DRAWING #RF1 -1\/ 1 RF2 -4W 10 PIECES AS SHOWN FOR RF1 -1W • aft la 2 PIECES AS SHOWN FOR RF2 -4W jig. r + 209 13/16" 1" 12 z 6 qiiD 202 13/16" = ...--1 / ~ i ° r El i S1 ~ 111V N WB1 S c , 5 e W . Ni f F- C O z r \ N • 209 13/16" A�A� 208 13/16" r 1 r U cz ,. WB1 I 4 —1 00 N 3/16" 1 W N W .—a 1 •' 1 F— °z Oz� .4 - J (/) a, (__) a Q Y N �-- ( / w 0 _1=1 u N I Y 1 N • • 1 - WB1 pa 9 13/16" 13/16" N I•-- -7 z H 9 1/2 W7 �� B W 3/16" L J Ce n . 10 5/8" b •. - qg OT TABLE ID SIZE < < < m S1 7/8 "x2" W F- a a 1 .1 1 i I . 1 I . I . 1 . 1, I I ' I 1 I i i i l i i l i i i i l i i i i i i i : i ' i , „ ` I! I I 1 , .:. 1 1 I l 0 Inch 1/16 1 2 3 `, d 5 6 __ S I. V f I; i i • i 0I g L ..,. ,.c. — — _ f IIlimllmil111 111llllhillll .11llloIllil milllllllllllllllllllllliiihililiiihllll ►IIIIII►Ilmhilillllililll11 1 6. FRAME LINE: 4,5,14,15 GIRT DEPTH: 10", 8' PURLIN DEPTH: 8' FLANGE BRACE LENGTH: FABRICATION DRAWING #RF2-1 4 PIECES AS SHOWN RF2-1 • 11114 209 9/16" . 1 2 208 13/16" • ii 203 5/16" S1 + 200 3/4" 1" 0 ' 1ST HOLE IN EP5 12 N 0 V 198 1/2" \ \ EP5 BOT OF OF3 & EP5 z qo FLUSH EP5 TO 0F3 ao .i> D= 11/16" z o • ' ' G =3 1/2" ..§._1‘2" 198 3/8" ~ 111103 50" 91" 146" 170" 1 /4"x4" V D= 7/8" " TOP OF ST1 MIN. GUSS. '5 00 G =4" CK 192 " EP • TOP OF 7/8 sT2� WB7 OF1 00 0 4"E o12" TYR 3 .. -- 00 I v, N w S1 p (TYP.) 0 0 0 6 9/16" ! KP1 ° S1 ! •' E'- o 8 "mo 0 4" D= 9/16" WB1 0 0 A - 1 1 1 A oo °': Er;,. V) I 0 ST ST 1 4 3 16" p I. r 12 1/241_ _ NS FS NS /FS r-' + U PG,_8 PG-8 IF1 PG=8 i EP2 I I , h `12 N ■~ r" 3" 89" 144" I 4»I F- A A • [ • 6 N z Q 4% N O 00 0 O _ _ II CY_ 193 1 /2" te a. �' II _. U I - I • 4%. N N • • _I co N� L� 0\ - - : A I z I] z Q M^ J v J CO U a Q x r -- 1 - I I I Y r OF2 r D=11/16" J 31/4 » } O 0 6 1/4" P5 IN T 7--- E ' O 0 o MARK QNT DESCRIPTION 1 9 1/4" rn w O 0 WB1 1 3/16" x 12 "x209 13/16" -0 -o WB7 1 3/16" x10 3/16 "x9 1/2" ST1 2 1 /4" x3 "x 5 1/2" • 1 1 1 ST2 2 3/8" X 3" X 11 7 8" OF1 1 1/4" x6 "x208 13 /16" N 0 `- 17 " - � N y OF3 1 1/4 x6 x9 1/2 �.. ,, -+ 0 0 OF2 1 1/4" x6 "x21 13116" _ "' o = N EP5 1 1/2" x6 "x 10 1/4" °o _ N o _ �', PG -10 4 3116" x5 1/2' x8" ^ 1- 1--- m : PG -8 5 ' 3/16" x5 1 /2 "x7 1 /4" SLOT TABLE N _ IF1 1 1/4" x6 "x193 1 rn I 2" ID SI E �— EP1 1 1/2" x6 "x 12 1/2" _ Z o E 1 5/8" x6 x20 3/4" S 1 7/8 "x2" o KP 1 a 3/8" x3 "x 17" DETAIL A -A DC) OP 1 IR ? W F- ca 1 1 s• � I 1/16 i' I• 1 I' I' I'! 2 (� 1 i i i _ i i � � ti i :. � 1:1,1.1 i 0 .. , i I 1 ! i 1 . •' Inch 3 ' a . 6 ' 1 11N1111111111111111111111111111111111111111 1 11111111111111 h1ii IIII�III�IIill�l1iill�li�illil ►lii�liiiliiiih i►IIiIl�1111,1u1 1 1��ih11�I�III `. FRAME LINE: 4,5,14,15 GIRT DEPTH: PURLIN DEPTH: FLANGE BRACE LENGTH: N DRAING # - ABICATIO R�2 1 . i g 6 4 PIECES AS SHOWN i• • g E9 • 209 13/16 " 49 1/2" 90 1/2" 145 1/2" 169 1/2" -� 1 ci 12 gi 6'1 / 202 13 16" * 6 i — ZO g. + 9 2 3/4" s f- fa N 0 --t 4 D =9/16" 0 WB1 0 0 N = (.7 00 C3 t W G: v) O z 1 Cr 209 13/16" o i' U 1-- 4.-2 N- a , 1" Q ca a • 208 13/16" WB1 1 U N 3/16" I _ W CO N tx LLI c 0N r` =+ 1 A I- c I z 1 (i1 co U ¢ t Y N a k a o - u N LI I • 1 WB1 9 13/16" 13/16" I'-'1 E 9 1/2° 31" SLOT TABLE o N ID SIZE 5 ' S1 7/8 "x2" 10 5/8" i 1 • ro I- A 1.1 1 1 I . . , 1 I. i 1 . L . i . 1 . , !, I i i i i i i i i i I ,i ,1) i i i_ I i i ,; i, , .., . 1 R 1 1 ,. I . i 1 ` '0 Inch 1/16 1 2 3 4 • 5 6 VL -r 5 l ' - V t l i, t l : �) (..._ 2 - 'r- __ _ _ __ .1._ 1 _ L L__....._.. 0 • IIIN111111111111111 1111111111111111111111111 1 II�IIIIIIIIIiIIIIIII11111111I11 1 11111111111111 1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIi 6 .1...._____________ FRAME LANE: 3 -15 GIRT DEPTH: PURLIN DEPTH: FLANGE BRACE LENGTH: • FABRICATION D RAWING #JB1 6 PIECES AS SHOWN I *LABEL ( TOP ) 1112 • x 212 9/16' J 1/2' x 12' x 216' I /2' x 12 FPL3 1/2' x 12' x 212 9/16 \ni FPL2 FPL ST -1 1' r-- - - 1 ' WPL 2 D= 5/8' D= 5 p g. 2 1/2' D =5/8' D= 5/8' WPL 1 2 1/2' 3 . ° o -- WI. D= 11/16' ST -1 o o -- r D= 11/16' o -- 0 3' Z 0 0 • 3' ° D= 11/16' -- 4' o o 4' 4' 4 D= 11/16 Z 0 9 0 — 7 1/4 0 0 7 1/4 0 — 0 3 - 7 1/2' ° ° 7 1/2' 7 1/2' ° ° 7 1/2' f-' o 7" 7 11/16' 7 11/16' 7 " 5/8' 5/8' 00 L ' 431 1/2'J _J C5 W 1 1/4' 97 1/2' 189 3/4' 3 1/2' 281 1/2' 369 1/2' ST1 553 1/2' 1 1/4' CY 215 1/2; 453 3/4' 3 1/2' 3' ST1 3• (U 31 5/8' x 12' x 641' 3.. O FPL1 n) TYP. COPE CO ` 647' . H W C A LL ^^ cL • U N 215 1/2' 23 1/2' 23 1/2' 215 1/2' J CO fo- 3' 3" L1J 0- i/ 3 a I— ° z O z -' () a, (-)?Z . (t r- CO ° a t 1/4' 1/4' ,c 1/2' VPL 1 WPL 2 1/4' 1/2' x 2 1/2' WPL 1 2 1/2' 3' o r — D= 11/16' o D= 11/16 Cu o o l it) D= 11/16' o ° D= 5/8' 4' o o N D= 5/8 4' D= 5/8 4' o o - -� • a D= 5/8 4 D= 11/16' o � 3' '' 3 0 0 7 1/4' 0 0 7 1/4' o — o 3' a, 7' 6 7/8' o 0 7 1/16' 6 7/8' 6 7/8' o o 7 1/16' 6 7/8' 7' _j f t �2 1/2:1 45 3/4' 1 I3 1/2' 1 1/4 97 1/2' 7 130 1/2' f J ..._ 1 -+ _ 145 1/2' 1 1/4 , 189 3/4' 3 1/2' 169' 239' N 239' z o fn > W ce MARK QNT DESCRIPTION FPL 1 1 5/8" X 12" X 641" FP 2 1 2" x 1 "x 1 9 16° FPL 3 1 1 2 x 12 x 216 ' , WPL 1 2 .1 4" x 19 1/8" x 239" WPL 2 1 1/4° x 22 "x 169" ST1 4 3/8" x 6 "x 21 7/8" < ®® < L ce j 1) 0 A I qg W Q Gl 1.1 1, , I . . 1 1 I :: F'I 1•i I i i i I i iiiliii iii ' • 0 Inch 1/16 1 2 3 4 5 rV£.4..)J 3 - - sl V( [ Lt „ 4 a it L , U L ILLL 0 1 110111IILIIIII I1111111111111111111l l l 1 11111 1 1 11111111111 . IIIIIIIiIIII1IIII 11111111111111i11111111111111111111111111111111111111111111111111I1111111111 hir FRAME LINE: 1, 18 GIRT DEPTH: PURL IN DEPTH: FLANGE BRACE LENGTH: ATION DRAWING #JB FABRIC 2 11 i ill 2 PIECES AS SHOWN A i *LABEL C THIS END LINE 1 OR 18 ) 1/12 (TOP) 1/2' x 12' x 216' 1 [:11 1/2' x 12' x 212 9/16' .1. l /2• x FPL3 12' x 220 15/16' \'. FPL2 FPL 4 --3col w 1 1/4' ST -1 I { 1/2' 2 1/2' VPL 2 D= 5/8' D= 5/8' D gi =5/8 D= 5/8' VPL 1 2 1/4 d 2• ° o VPL 1 D= 11/16' ST -1 0 - o — D= 11/16' o ° 0 4' o o -- 4• 4' o o —T 4' 0 352 ( • �J :,• ° D =11/16 ° oo --= 7 /4' o D 11 /l 7 1/2 ° °� 7 1/2' 7 1/2' ° ° i 7 1/2' 3;:: H o 711/16' 7 11/16' I L- • 5/8' f 431 1/2' _ — f 5/8 � 011 1 1/4 97 1/2' 189 3/4' 3 1/2' 281 1/2' 369 1/2' STI 553 1/2' c 215 1/2' 453 3/4' 3 1/2' 3' STI ` 5/8' x 12' x 649 3/8' 3' ✓ FPL1 ~ O TYP. COPE TYP. COPE ED �' 655 3/8' \ 1- $ A Li. • 215 1/2' 23 1/2' 15 1/8' 223 7/8' C 3 1 1/4' _J co — i r A 11/—��°z OjQ 1 ? J VI Co U Q Q y / 1/4' O O M z 1/2' VPL 1 VPL 2 1/4' 4 oa o v 2 1/2' 0 D= 5/8' D= 5/8' D= 5/8' VPL3 D= 5/8' ° 2 3' 0 _ D= 11/16' Cu o o ?%, D= 11/16' o —.- 0 3' 1/4' v Y 3, 0 D= 11/16' 4' ° o —r a 4' 4' N 0 0 4 ' D= 11/16' 3' ■ :co I 7' o o � 0 0 _ 7 1/4' 0 0 0 0_ 7 1/4' o= 0 2 3/8' CO 6 7/8' 7 1/16' 6 7/8' 6 7/8' L 7 1/16' 6 7/8' 5 1/8' 1 1/4' 42 1/2'� 37 3/8' 1 .13 1/2' r 97 1/2' 130 1/2' 3' 137 1/8' 189 3/4' 177 3/8' 239' ...--. 3 1/2' '� _ 239' z 0 N . 5 Li Q' MARK QNT DESCRIPTION WPL 1 1 1/4" x 19 1/8" x 239" WPL 2 1 1/4" x 22 "x 177 3/8 WPL 3 1 1/4" x 19 1/16"x 239" FPL 1 1 5/8" X 12" X 649 3/8" _ it a FPL 2 1 1 2" x 12 "x 212 9/16" . _ . FPL 3 1 1/2 x 12 "x 216" FPL 4 1 1 2" x 12 "x 220 15/16" ® ®� ST1 4 3/8 x 6 x 21 7/8 ' W D o D ir. . I q? , H Q _ _ I •I I i . . 1 1 . 1 1; ii,ili;ii iiil'iiili.i;i i ' 1 I i.. 1.,,., , . ! .,,, 0 Inch 1/16 1 2^ 3 4 5 6 ,'f 1 _WT : rre(1rI1rr 4 . 1'y 1:17�: °-+= Li 1 I 7 � , L V L I 0 �11N1illl1Il.1 1 1111 111111111 llllll111 i1111IIIILIIIIIII. II IIII1IIIhIIhIII! IIIIiIAIIIIIIL1IIII1II1IIId I III I IIIIIIIIIIIIIIII1 i11ii11 FRAME LINE: 2 - 17 GIRT DEPTH: PURLIN DEPTH: 8' FLANGE BRACE LENGTH: . MARK QNT DESCRIPTION WB7 1 3/16' X 9 7/16' X 39 5/8' FABRICATION DRAWING #EB -1 D= DIAMETER � d i OF1 1 1/4' x6'x 39 3/4' • 16 PIECES AS SHOWN G =GAGE V IF1 1 1/4' x6'x 39 5/8' • il PG -8 2 3/16' x5 1/2'x7 1/4' EP6 1 1/2' x6'xll 3/4' igOD O • 12 ilpi 1• �� 40 1/4' 0 rzi gli 39 3/4' Z Z D= 11/16' Z G =3 1/2' 0 p 9 slu21111 i-,-.)':' es Psi�. I2 1/4' 2' 4 OF 1 —} a CZ ■ i CU O WB7 ° N 4' D= 5/8• = N ti O __i 9 1/2' A A 2' Q -L- ___i 11 3/4' C� IF1 U t■ _ LL1 cm 39 5/8' FLUSH PLATE f z O CL 40 1/8' ] v� ca U ¢ Q Y o ce x Y 2 L) > 12 • 1 ' 39 5/8' le i 3 5/16' 2• 0 11 z 0 W 11 1/16• -s- O 11 1/16' WB7 7 3/4• 4' D= 5/8' 3/16' 1 3/4' t O w � a A •1 1 1 1 i J I't'1'I' I I'1 I . . I I I I L I t I'I I∎ • i ..:. , „ i iiillli .i11ii i , ii I i 1 0 Inch 1/16 1 2 3 • 4 5 6 4 AX _. Illl 11111 111 1 11 111III1111 1 1 1 I111111I. IIIIIII�IIIIII1111111111111111111111 ' 11 t111111111llll1 111111111111h11 1l1i11 1 111 11l1 1 111lllllllllll111 li bm..•....... FRAME LINE: 1 -18 GIRT DEPTH: PURLIN DEPTH: 8' FLANGE BRACE LENGTH: MARK QNT DESCRIPTION WB7 1 3/16' X 8 11/16' X 23 1/2' FABRICATION DRAWING 14EB - 2 D= DIAMETER 3 �� OE1 1 1/4' x6'x 23 9/16'. 20 PIECES AS SHOWN • G =GAGE IF1 1 1/4' x6'x 23 1/2' PG -8 1 3/16' x5 1/2'x7 1/4' EP6 1 1/2' x6'x 10 1/4' • 12 �+ 1- �- 24 1/16' 23 9/16' o Z D= 11/16' G =3 1/2' ZO [p1 gra 12 1/4' 2' OF1 W CY F— (U O r v i 0 WB7 (U 4' D= 5/8' . _. 8' F— c a 0 �` A A 2 ' IF 1 I10 1/4' — J I� W co m W a F _ 23 1/2' FLUSH PLATE .j (n as U a t Y o x m -1 % V 24' - V >- w 12 1' 23 1/2' 1 1 15/16' 2' H 9 11/16' O 9 11/16' WB7 7 3/4' 4' D= 5/8' 3/16' 1 3/4' Q ® ®� W isb iqg 1 1 i • j 1 I L . i l i i i l i I i i i i i l i i' i i i i ..� 1 1•1 . 1 1 i .: v i I 1 I k 0 Inch 1/16 1 3 d 5 6 AX S 1 O r r 1111 11111iiiI11 1 X11 11611 iiiili1.1111�1 WI 1111111 pp 1111111111111111111 1111i111111iiiidiiiili111111111 11111111111h11iliiii1iilili��,l FRAME LINE: 1,18 GIRT DEPTH: 8' • PURLIN DEPTH: FLANGE BRACE LENGTH: FABRICATION DRAWING #EC- 3 ii 2 .PIECES AS SHOWN I. , 1 112 Mark Qnt Description D= DIAMETER , G =GAGE c■ , [ffil EC -3 1 W8x10 x 197 3/8" EPE I 1 6" x 1/2" x 8" PL ` + PG -8 _ 8 _ 5 1/2" x 3/16" x 7 1/4" PL O Z ( e0D I5 Z O 9 I- O 00 FAB LEN = 197 7/8" __ r CUT LEN = 197 3/8" Ce - rr5 View for 1qJ / $ ...____ Sections f" f O 5 .2". 1978" / ") � 132" " 19)3/8" ) .} 0 CU r. 48" 89" 168 ' 0 15/8 / U I — 1 — 1 —1 —1 _.� I-- A A L. 0. 7/8" 6-4" Q Ce L.- --1 4 „ 1 -4- 2 . . 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EC-2 1 W8x10 x 210 1/4" SLOT TABLE g + ' EPE1 1 6" x 1/2" x 8" PL ID SIZE • ---3,,,1 PG-8 8 5 1/2" x 3/16" x 7 1/4" PL S1 7/8"x2" Ci gli z i z 9 1■I 15 I FAB LEN = 210 3/4" . .,______ L.L.1 CUT LEN = 210 1/4" CY r I--: - CU I View for (A Sections 208 1/2" z CU ,., 1 " 0 CU ' 132" 138 U 6 1/2" 48" 89" 126" 168" 201 3/4" i 204 1/2 I —1 —1 —1 1 N W- .2 ¢ . C:I 7/8" CZ < I 1 G-4" 1- 7 - 1 L- ---J - - 2" U N 1 2" 2 1 2" (TYP.) 1/3 z 0 0 ---7 _J co — ■ 4 •-• I 4" TYP. LL1 0-\ i " r s. t.LI 1 II: CD ti.„3 1:1 CD CD 4" hi m L- g El z ri 4" a- - C) co °31 S1 N W 1 S 1 S 1 SI 0 0 0 --'-. 0 0 IX i CE1 - 1 1::1 U 1 1 1 ----- .---- .. - 0- 5/8" Y [ I 1 X 0 3 15/16" ).. m LL EPE1 - L-_. ___J 1— 1 4" 0 * • z o L., 7/8" L cQ OA HOLES k -- "1 311 1/2" x 6" x 8" PL L., . 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I;I. "I.I I , I, I,Ii iiiiI,•i ,, l,iiii,i•ii.. 1 . i 1 I I i I , i I ' 0 Inch 1/16 1 2 r. 5 St Iii L 6 i t' t 6 L C V L ` _.T.. -__ 0 11111111111111 1111111�11111111111111�1111111111111111111�11111111i�1111111111111 ►11111I1II111111II1ii11 11i 111 IIIi1 1iiI1iii1 6 . . " , RAME LINE: 1 @A,18 @D GIRT DEPTH: PURLIN DEPTH: 8' FLANGE BRACE LENGTH: F______ . • DRAWING #ER-2 FABRICATION 2 . }oh 2 P.IECES AS SHOWN ipi el cilli 263 15/16" 263 7/16" + l Ci Mem km Sections Z gm 4" 36 11/16" 79 15/16" 123 3/16" 166 7/16" 209 11/16" 252 15/16" 0 'tiN 9 1 / 1/4" PG -8 4" CA s 1— 00 �, ;11 2 1 �, ' . , � 00 W/ 1 /4 "x4" ' 0. MIN GUSSET ;IT ;11 ci ff o. C� l?" W cc --- is 0 0 4" 9 3/4" FLUSH PLATE W12x14 4 41. G 1 i2. 1 1 O O 2 1/4" � Z CU O `1- 2 1/4 4 1 1 11/16"1 167 1/47.1 C - 1/2" U T J 14 3/8" 169 15/16" a N Q r' l 264 7/16" 1J— ca ca Q 264 15/16" CY U J CO I W a c � A I-- 2 O z CL • J (/) 0o Li Y 3 o M x 01 n q U Y U 1 . —1 Mork Qnt Description cA z a ER -2 1 W12x14 x 264 7/16" ... D=DIAMETER W12x14 G =CAGE ce PG -8 7 5 1/2" x 3/16" x 7 1/4" PL oc EP1 1 1/2" x 6" x 12" PL Li D i ) . 0. ( q Ii? W Q Ca '1 1 1 � I I,, I I.. " i IiI iI1. 'i1I i1i!i.li .;ri:i,.. I!. 1 . . I i , I 1 I , i if I 0 Inch 1/16 1 2 - 3 4 5 6 ` vv ,'' , t _Wir^rTrnr<'rr S t _ . V t ..._ l L 1 .- t -_ ,�. i t L —1.7 _ c - - -- 1 = - - - L --.__ l 0 1 11041IIIIIIH 1111 1 IIIIIIIiiIIIIIIIIII 11111IIIIi 111110111111111111111111�111111111I11IIIIIIIIIIIII , ' .....m....m... %..,' 0 GTSM GTSM .... GENERAL NOTES: _IL 1 il I rr 0 0 -• TABLE 3 v2 1 1 V2 TABLE 3 ah GTSM ______t 1 1. ALL \NEB TO FLANGE tkELDS 1 ' A - 1 h. YPI CAL MIIII r TABLE 2 TO BE S. A. W. CONTINUOUS ONE SI DE ONLY. raj I z ¢ _114 _ 2. I NCREASE FILLET SIZE IF 0 0 M 1 / ' co % GAP AT ROOT I S 1 /16' OR al Z z 111111 ■3 N cv/11 1 GREATER, BY SI ZE OF GAP. .. IIIV a k P. 1 1 rr TABLE 3 3. ALL F I LLET VELD LEGS � 1W. P. 51 (ID VI -37 0 7> 3 ■. ARE OF EQUAL SI ZE. 4. FOLLOW APPROPRI ATE Co c■/ G= 0" TO 1 /1 6' v ... 1 P. 6 1 . ._. 0 --1 r G= 0' TO 1 /1 6' IW. P. 1 1 DESIGN GN STIFFENER VELDI NG PROCEDURE ( W. P. ) 1114 \Atm 8. \AFT) APPLI ES. DATA SHEETS FOR ALL VELDS W ID -11- 0 0 ‘evELD SI ZE FROM TABLE 2. DEPENDI NG ON PROCESS, JOI :o1 —I C\ TABLE 2 FI LLET FULL LENGTH ONE SI DE, NT TYPE, VELD TYPE FILLET BOTH SIDES OF STIFFENER AND AVAILABLE EQUIPMENT. .--. 0 0 TVE1 I NCHES FROM FLANGE. REFER TO N AELDI NG N DETAI L B 0 0 r STANDARDS MANUAL. 1W P. 41 in 1W. P. 211/8' TO 1/4' TABLE 2 w WELD OPPOSITE SIDE 1 , lw P. 1 1 Co 6' EVERY 24" N I-_ _____1. SECTI ON ' F' SECTI ON ' K' SECT' ON ' H' 1 . . DETAIL 'C' GTSM V -+ L r i■• T 2 E) (E)=T/2 •.., TABLE 3 OTHER SE REFER TO TABLE 2. TABLE 3 ___i 0 DETAI L ' A' 5 F1 FI LLET SI ZE ( SEE NOTE 2) 411% fira 1W. P. 1 1 l li . - e ----- ll DETAI L ' B" VELD SIZE AS SHOVkl 4 ?Jo F. C. A. W. N N L VEB WI 7 co 3 r - . A. W ELD ON ONE . V VELD ON DETAIL 'B Co AI 1W. P. 1 1 2 'TABLE 3 THICKNESS S A SIDE ONLY BOTH SIDES NR 81 ■ 1W. P. 3 I I Ivirra- 1 1 . 1 345 1 /8 3/1 6 3/1 6 . 1 799 3/1 6 1/4 3/1 6 .c7----- tw 1, 'ABLE 3 1/4' 1 /4 5/1 6 3/1 6 • I 5/1 6' 1 /4 5/1 6 3/1 6 _ 4.1 GTSM _______I ' H' 1 3/8' _ 5/16 3/8 3/16 45 I DETAI L I ' D' • 1/2' 3/8x 1/2 1/4 ,,........., -- . iir IW. P. 21 :221 411I 4 DE TAI L C' SUN \AELD PROCEDURE TABLE tn ' 1W. P. 61 PROCEDURE MATERI AL DETAI L ' D" I <TABLE 3 W. P. I . D. # DESCRI PTI ON RANGE 17/16' AND , V3 0 \ER I 1 SUN F-1 F. C. A. W T OR CORNER JOI NT 1 /8' - 1 /2' 2 SUN FS-1 S. A. W - F. C. A. W FLANGE SPLICE 3/1 6' - 5/16' 1 I 3 SUN FS-2 S. A. W. - F. C. A. W FLANGE SPLICE 3/8' - 1 1/2' , I 4 SUN F-2 F. C. A. W. BUTT JOI NT 1 /8' - 5/16' , i 0 W. 5 SUN F-3 F. C. A. BUTT JOI NT 3/8' - 1 1/2' 1r, 1 7 SUN 5-1 S. A. T-JOINT NT BEAM WELDER 1 /8' - 1 /2 1 6 SUN F-4 F. C. A. W. T OR CORNER JOI NT 1 /2' - 1 1/2' TABLE IN W. ' , 8 SUN S-2 S. A. W WEB SPLICE 1 /8' - 1 /4' Fr TABLE 2 1W. P. 71 1 DETAI L ' C' _I 13/8' MAX. 1 TABLE 2 1 FLANGE FILLET SI ZE 1W P. 1 1 1 V3 <TABLE 3 THICKNESS ( SEE NOTE 2) 3/1 6' -1 /4" 1 /4' 1 ' DETAIL P. 1 1 5/16' 5/16' 3/8' 3/8' - ' A' - r . . 3/8' USE WP-7 1. DATE NO. RE VISIONS BY CHK. DATE DRAWN DRAWING TITLE: OWNER : s cyalci g DRAWING NO. ' 12/03/97 AH • 01/28/02 1 REVISED OLD STANDARDS TO MEET NEW QUALITY STANDARDS AH ' FILE NAME CHECKED S UNN I V " W tt P s +. R 9 O 8 A 9 D 4 4 SUN BUILDING SYSTEMS LOCATION : JOB NUMBER — CEBCOL (509) 839— 7000 — FAX (509) 839-0383 WELDING STANDARDS THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : SHEET OF TO SCALE SOLUTIONS + $ERV I CE DESIGN LOADS , , " ' I ' i ' ' i l I ! ' 1 '''' ! ' I' . ' . ' o : • 1 / , / . 1.1 ... 1 1 . /.1 ,.. , 1 , , : : , .0 Inch 1/16 1 2 3 4 , 5 6 . ..,. , t i i 1 , .IXIESIrTfrrirrr e g 1 PI tl Li , 1 , ' 1111911111 111111111 11111111111 16 .1...._ -EM 1 GTSM E) (E) =T /2 0 N GTSM GTSM 0 i TABLE 3 � /2 TABLE 3 J! = — T GTSM 0' TO o G= 0' TO ` Pr TABLE 2 ilh 4 1 t- co ■ i , r� ■ 0 0 �I /11 W. P. 5 Co W P . 3 � W. P. 8 °�° TABLE 3 AM.. m � � � ( � � I 1 I � ...� k P. 3 � O O D CgBLE 3 z r G= 0" TO Co ¢ �a rl /16' _� G= 0' T0 /16' IW P. 1 I j?ESI GN STIFFENER VI & WP6 APPLIES. „__, x P hi W M E O O WELD SIZE FROM TABLE 2. ■ TABLE 2 I i - -1 FI LLET FULL LENGTH ONE SI DE, 3R �, j) FI LLET BOTH SI DES OF STI FFENER 1W. p 6 I 1W. P. 1 1 0 , f IW. P. 2 11/8' TO 1 /4' 0 O \ DET A IL B T W OI NCHES FROM FLANGE. IW.P.4I Oa IW.P.2I WELD SI ZE AS SHOWN -. in in OTHERWI SE REFER TO TABLE 2. DETAIL ' B" DETAIL ' C' $ECTI ON " F' SECTI ON " H' DETAIL ' D• 3/16" _ 4 A 3/16" L 4 3/16" P 4 A 3/16" P 4 DETAI L " B" DETAIL " B" M H" M F _ 1. 5 " E" > DETAIL " C" � 3/16' �1 . 5 3/16' r -- --........... 3/16' � 1 5 I B A 3/16 . 1. s e DETA " D" ` V = _ _ W, P. I GENERAL NOTES: W. P. 1 ( ■ 1. ALL WEB TO FLANGE WELDS A PURLI NY& FRAME CLI P Pr TABLE 3 TABLE 3 (W P. 1 TO BE S. A. W CONTI NUOUS TABLE 3 ONE SI DE ONLY. 2. INCREASE FI LLET SIZE I F B FLANGE BRACE CLI P = GAP AT ROOT I S 1 /1 6' OR - — _ *_ ___________ __ GREATER, BY SIZE OF GAP. 3/16' 4 • _ M _ 3 ARE DE EQUAL SI 3 4 3/16' 4 DETAI L C N _ " 4. FOLLOW APPROPRI ATE 3/16' 4 WELDI NG PROCEDURE (W P. ) -) - I- DATA SHEETS FOR ALL WELDS �' DEPENDI NG ON PROCESS, JOI NT TYPE, WELD TYPE AND AVAI LABLE EQUI PMENT. REFER TO WELDI NG STANDARDS MANUAL. NI WELD OPPOSITE SIDE PURLI N &GIRT CLIP 6' EVERY 24' FLUSH TABLE 3 SUN WELD PROCEDURE TABLE FI LLET SI ZE ( SEE NOTE 2) PROCEDURE MATERI AL F. C. A. W. W. P. 1. D. # DESCRI PTI ON RANGE TABLE 2 THI S. A. W. WELD ON ONE WELD ON 1 SUN F -1 F. C. A. W. T OR CORNER JOI NT 1 /8' - 1 /2' SI DE ONLY BOTH SI DES 2 SUN FS -1 S. A. W - F. C. A. W FLANGE SPLICE 3/1 6' - 5/16' FLANGE FI LLET SI ZE . 1 345 1 /8 3/1 6 3/1 6 3 SUN FS -2 S. A. W. - F. C. A. W FLANGE SPLICE 3/8' - 1 1/2' THICKNESS ( SEE NOTE 2) , 1 799 3/16 1 /4 3/1 6 4 SUN F -2 F. C. A. W BUTT JOI NT 1 /8' - 5/16' 3/1 6' -1 /4' 1 /4' 1 /4' 1 /4 5/1 6 3/1 6 5 SUN F -3 F. C. A. W BUTT JOI NT 3/8' - 1 1/2' 5/1 6' 5/1 6' 5/1 6' 1 /4 5/1 6 3/1 6 6 SUN F -4 F. C. A. W. T OR CORNER JOI NT 1 /2' - 1 1/2' 3/8' 3/8' 3/8' 5/16 3/8 3/1 6 7 SUN S -1 S. A. W. T -JOI NT BEAM WELDER 1 /8' - 1 /2' .3/8' _ USE WP -7 1 /2' 3/8'* 1 /2 1 /4 8 SUN S -2 S. A. W BUTT JOI NT 1 /8' - 1 /4' DATE NO. REVISIONS BY CHK, DATE DRAWN 01/28/02 1 REVISED OLD STANDARDS TO 12/03/97 DRAWING TITLE: OWNER DRAWING Na. FI NAME CHECKED 2002 MORGAN ROAD SUN BUILDING SYSTEMS Ca wig MEET NEW QUALITY STANDARDS AH SUNNYSIDE, WA. 98944 LOCATION : JOB NUMBER CWBRFT -2 0 3 FAX (509) F 0383 WELDING STANDARDS THIS DRAWING IS NOT BUILDING SYSTEMS BUILDER : SHEET OF TO SCALE SOLUTIONS S + SERVICE DESIGN LOADS 1' 1 i ' I I L.1.I..1 I 1 !.1.11;1Iii' • i _. I i � i I � ii i I ( I ! 1 I , ,' 1 1 , 1 I I 0 Inch 1/16 1 2 3 :', 4 5 6 • hIIIIHHIIIIIIHHIIIIIIIIII MiII�III�II 111 i 1 MII( . M611111166f161I6l��l ��I��tII II1II��1IIIIIIIIILIIIIIIIII IIIII� ��I ��I II II I I i iill■ 4 - - • . • . . • .:... • • • 1 • B II L T SCHEDULE . • . 4.'0 1/2' x 1 1/4' A307 V/VASHER . 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EXTE OR COLDFOR -'0° I. • • 40 FLUSH GIRTS •••■■.4.........it Lr.■•■•■■• FLUSH GIRTS •OR MILL . • \-BOLT *2 4)2 REFERENCE 42 • '::[: • ECB-1 11°.1::_ EC B-1 1.1 L f CLIP ECB-1 _._ - f CLIP • ' L CLIP .. - -4- + 1 - - -- - _ ' • • AL TERNATE ALTERNATE _. ALTERNATE .. _ ...... . • CORNER COLUMN DETAIL DWG NO. vFII CORNER COLUMN DETAIL DWG NO. VF15 CENTER COLUMN DETAIL RECORD vF19 "Rraiiksr STANDARD ENDWALL II - RECORD 14 STANDARD ENDWALL AT HIGH-SIDE 15 — 18 STANDARD ENDWALL • • :1920,2324 . • ....... EXTC-1 CLIP , , • .. EX TC-1 CLIP • • • .. . • z- UC -2 CL IP • . 8* 0 0 0 0 • • ._ DRILL 13 , ..c....„ FIELD --(. ° e_ ______L___L---------- um. mow ■_______________ mai an , DRILL .. er ••-;.--!, ,_, • -,r 0 .. 11. 9 0.* 1 j . 0 .. .. ... rl% N • •________------ ... - • .10 - - - •• . .. , ,e'r, N? , - .. mg . • ..- - •• O r ks.11?) 0 - A • 0 0 , Cft'S • FIELD- /, - T • ESC .7 1 Millilka...8* .. • - 6* .. 'c) _. -------------------------- C)i 1 - • • • . , COLDFORM . . OR MILL ESCH CLIP COLDFORM _ .. COLDFORM OR MIL! 1. • O 11 l i li N OR MILL , , C DFORM - ECPC-1 (1:12) • • • OR MILL ECPC- 2 (2:12) , ECPC- 3 (3:12) 2 .. ‘ UL 6 02 D RECEIVED CITY OF TUKWILA ECPC- 4 (4:12) 3 2 4 )2 - ONE PLATE EACH SIDE ' ti JUL 1. 2200? kr, ECB-1 ,.. f. , . • f CLIP -- ki_ : CB MInLETCN, INC. IT CENTER ALTERNATE PERM ___ : L _ t . . • . - 0 a or lete .........„...........,......... ALTERNATE CENTER COLUMN .„............. DETAIL DWG NO. DWG NO. 'DWG NO. .... WF27 INTERIOR COLUMN DETAIL - VF29 RAFTER PEAK DETAIL RF35 EXPANDABLE END RECORD 'RECORD RECORD --..„,..................' ;LL 27.28.31.32 EXPANDABLE ENDWALL 29 1 30 STANDARD ENDWALL 35 — 38 DATE NO- . DRAWING TITLE OWNER DWG. Na 1 : -----. : , - „ 0_,_--------____ 2002 MORGAN ROAD —____—...„_.__---............... .. SUNNYSIDE, WA. 98944 JOB N .....„--......„..,,--.._.---____ C509) 839-7000 POST AND BEAM FRAMING' O. DETAILS LOCATION 0 FAX C509) 839-0383 -----------.........,__---........ 1..1 I LDI NG SYSTEMS BUILDER SHEET OF ""."111111.1111111111111111111111•1■•••••11■11•, SOLUTIONS + SERV! CE , DESIGN LOADS 1 1 , 1 . . . I 1.11.1.1.1.1 1 :'ili"ll l- Hily i i ; ,;,i1 -,., ! 1 r ,,.. 1 ,. 1 , , 1 0 Inch 1/16 1 ' 3 'I . ,t1 5 6 ,... ,'.'' 3 --WIEr tell g 1 V i t F - 61 L O i; .a. L .c: t r E, ------ 1 -- 0 1 1 1111111111111111111111111111111 ' IIIIII 11111111111111111 11111111111111111111111111ilffildliffiliIIIIIIIIi111111111111 I 111111,111111111111111111111111 11116■...—__ DOLT SCHEDULE . c L x 1/4' A30' L►� /ti�":S�iEn ' COLDFORM . • • CR MILL COLDFORM 4> 1 /�' x ' 1 iic' A'.:125 k' /w'ASi;EP. �:_ C� HILL COLDFO 0 1/2' x 1' A325 CARRIAGE W /WASHER t nR t ' "L ` • -, =--- E Y'r i it Q 0 #12 -14 x 1 1/2' W/WASHER _ • F LUS H G IR�S 0 #12 - ; 4//0 WASHER GB - #12 x STITCH W /WASHER 1 �, • : !% (!' ...-- r • 0 #12 x 1' PHILLIPS HEADED SCREW I T -. �� 8 . s Q�A u _ 2 ,2 dx #RV6604 6 3 BULB FASTENER p 0 ® CO) �- �Q� O� CO NUMBER • • � N. /47/"'- OF BOLTS ' 4O LTRC -1 LTRC -1 �'—" ONE PLAT • REFERENCE ONE PLATE E SIDEWALL STEEL LINE BOLT EACH SIDE EACH SIDE 2 0 1 • ■:: UC - 2 CLIP V . ; RF39 LEAN—TO SPLICE ALTERNATE • RAFTER SPLICE DETAIL D D K, NO. v _ _ E DETAIL RF43 END WALL GIRT CONNECTION D`"O N ° ' RECORD • STANDARD ENDWALL ON W-47 - STANDARD ENDWALL . 43 _ 46 STANDARD ENDWALL 47 48 • : GL DFOR,�1 EXTERIOR i ' 3. ti MILL GIRTS GIRT BRIDGE UC-2 CLIP o 0 GB -1 L J ■ 2 A I �. 1 ' Z T R ' O 2. O • h , RECEIVED Q 0 • i . , •,. ' CITY OF TUKINIL A O • : I ENDWALL A c ' L 1 2 2! ! "1- 9so L iIRT 1 1 --ac-- N ' � y - Ut - - u PERMIT CENTER o 3. �� CLIP as J I o o e . r , x? �� S ' A � z¢ I - 1O A te O� � - � ------ - - - - -- .� ? 0 li 0 0 LEANT (p E 2 - - -- GIRT Q 0 - - - -- - . —_ .� 2 I • . 0 • . . E FIELD DRILL k . 1 2 - 1 2 . - - --' O GIRT BRIDGE IDEWALL D Q GB -1 IRT 0 1 2 S'WALL GIRT 0 • GIRT BRIDGE 0 OI , • GB -1 ' - � COLDFORM OR MILL ALTERS EXTERIOR OR _NDWA , FLUSH GIRTS LL GIRT COt ENDWALL GIRT D NO. RT CONNECTION X ENDWALL GIRT CON NECTION • ' z D� N0. ERIOR COLUMN AT STANL SIDEWA GIRT CONNCETION uF53 EXPANDABLE ENDWALL CORNER - ■ - , 51 LEAN -TO AT EXPANDABLE ENDWALL RECORD BY cHK. DATE DRAWN 52 STANDARD ENDWALL RE C1R 56, DATE N0 DRAVING TITLE OWNER DWG. NO. -�~ FILE NAME CHECKED 20 MORGAN ROAD POST AND BEAM FRAMING DETAILS - SD2 . ' SUNNYSI DE, VA. 98944 LOCATION JOB NO. 0509) 839 -7000 AND GIRT FRAMING DETAILS THIS DRAWING IS NOT n �:w 4 G SY STEMS FAX C509) 839 -0383 TO SCAI F' 4. r'a:lair .1. •e WO2 r , BUILDER SHEE OF 1 i ' 'I , , 1 I I I 1 I I •i ; l i I ii i - T � i i i (r 1 i i 1 ■ I !,I i I , 1i 0 Inch 1/16 1 2 3 4 5 6 1 hi i it 1 h i i i ii 1i111d11 1 1 i i i i p 1 1 1 i i i 1 IIIIIII�IIIIIIII1iii1 IIIII�IIIIIIIII�IIIII111 111111IIIIIIIIIIIIII,IIIIIIIII .,Iiiil • . • . • s . BOLT SCHEDULE , =. 1.' =' x 1 1 /4' A377 VI/WASHER • FLUSH 'GIRTS EXTERIOR - FLUSH •3 i /d' x •1 1/2' A325 W/ �► , ASHER GIRTS GI ® 1/2' x 1' A325 CARRIAGE W /WASHER 1 ' 3' RTS . s 0 #12 - 14 x 1 1/2' TEK W /WASHER 1 ' 3' .. 0 #12 - 14 x 1' TEK W/0 WASHER 0 #12 x 3/4' STITCH W /WASHER • ' -- UC - 3 CLIP ,r 0 #12 x 1' PHILLIPS HEADED SCREW ENDWALL 2O ENDWALL GIRT • O 1/8' x 1/4' POP RIVET GIRT 0 # • RV6604 -6 -3 BULB FASTENER =� ~ •�1 p O NUMBER � • ._ -----A° P' ...C. N BOL\ /- TS X �C �' 0 . S ^c B 4G uS O D 2p O 0 • • BOLT X 1 1 1 • e 1 �� REFERENCE © p O GIRT BRIDGE E UC -3 CLIP GIRT BRIDGE • GB -1 GB -1 • . • SIDEWALL GIRT CONNECTION D `G.,FSS SIDEWA IJ DG a LL GIRT CONNECTION 5 8 SIDEWALL GIRT CONNECT D� No. . _ EXPANDABLE ENDWALL RECORD RECORD ION 1 ss EXPANDABLE ENDWALL I se INTERIOR COLUMN . � tRiOR `--' • . 1 NOTE 1 I - 4. NOTE 1 59 _ ., S 0 - SEE , LAP PAGE • - �' ERECTION FLANGE FLANGE NOTE 1: FOR FLANGES UP TO 1/2'x8' S' EPS BRACE BRACE USE 0 BOLT . .. • ,_.___, o p FOR FLANGES OVER 1/2'x8' q \ ? 0 I o ... USE BOLT • Q 5 NO TE 1 1 0 - • O ( 4 Q� " • �• • ^ 1T R ECEIVED I rUKWIIA O c' © O NOTE 1 -c› �� • I, VARIES �. -� % O • � _ 2 2002 °`� ERECTION i ?TES FLANGE BRACE T PERMIT CENTER • 'jE SIDE OF FRAME .._ ' • 1 • Frt m • V Y, UNLESS NOTED 'tDTE: FLANGE BRACE W W ' • I HERWISE - 1;NE SIDE OF FRAME ' ':(..1 UNLESS NOTED : 2 O O .. 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L_ O 1 /2' x 1' A325 CARRI AGE W/0 WASHER • 4 1 /4' i O #12 — 14 TEK W/ WASHER — — r • 1 3' O 0 O# 1 2 — 14 x 1' T.EK W/0 WASHER ► — 2. �' O 0 #12 x 3/4' STITCH SPL. • • • � O #12 x 1' PHI LLI PS HEADED SCREW RAKE I _ l _ 0 0 • RAKE _.._...__� 1 /8' x 1 /4' POP RI SET ANGLE • O �-- 1 0 0 • 1 SRA 14 \ �� p A c rRV6604 -6 -3 BULB FASTENER A 4 _ ANGLE NI? ��L o � fc• O „ I ' RA -14 0� p' OK 1 /2 x 1 1 /2' A325 W/ WASHER 1 S � O S • . 0 F NUMBER . O �D� S � LANGE � F � g - - - - - - 0� BRACE 0 BOLTS 1 r- - - -•-{ Q \--BOLT REFERENCE • COLDFORM NOTE: FLANGE BRACE OR MILL le • ONE SI DE OF FRAME • 1 . ONLY, UNLESS NOTED ALTERNATE OTHERWI SE. • PURLI N CONNECTION D RFr° PURLI N CONNECTION D N°' _ RF66 PURLI N CONNECT' ON D`'O " °' • � RECOQD STANDARD ENDWALL — FLUSH PURLI NS Rf•67 6a s 65 E X PANDABLE ENDWALL —FLUSH PURLI NS 66 I NTERI OR RAFTER — FLUSH PURLI NS 67 - 69 NOTE 1: FOR FLANGES UP TO 1 /2'x8' EA -1 /2 ( 1 /2: 1 2) ONE AT EACH END • USE <> BOLT EA - ( 1:12) EA -2 C 2: 12> FOR FLANGES OVER 1 /2' x8' EA -3 ( 3: 1 2) - 1' 0 3/ ' USE ® BOLT • t „�, ' ' EA - C 4: 1 2) _ • 4© ENDWALL STEEL LINE RAKE , -,-,-)1 1 . - _ A AKE r 0 ,CENTERLINE CIT O T FTUKWILA O /—FRAME RA -1 ..� JU 1 2 20 1 o j • PER CENTER • NOTE: MOUNT EAVE STRUT ON BUILDING . A o USI NG THE PURLI N DETAILS IHAT APPLY ONE AT EACH N ( RF64 -70). REPLACING THE A BOLT WI TH ' • . E D THE ® BOLT. EAVE STRUT THEN MOUNT THE EAVE STRUT • ANGLE ON ' TOP OF PURLI N & TEK SCREW DMA �. 'ER DETAIL RF73. EAVE STRUT .ANG PURLI N CONNED y AVE STRUT DG Na . too;.- 1 q e CONNECTION RF�I EAVE STRUT F'LASHI NG LAYOUT D �RF3 E.YFRAME ENDWALL — FLUS END VI DA TE 71 _ 82 :HK. DATE DRAUN DRAW! NG TI TLE /06NER D6G. N0. II IN I SO4 :1LE NAME CHECKED 2 002 MORGA530: OAD pURLIN AND EASE STRUT SD4 SUNS 509) 8 944 FRAMING DETAILS LOCATION JOB NO. 111 THIS DRAWING IS NOT STEEL BUILDINGS FAX c 509) 8 0383 Tn crei c . -_ __ BUILDER SHEET OF I ' I I " i . I I.'I'I'�'I'I � !'� i . ' I. �ii��il� ` i�i��i 1,1, i: I k I ! 1 i ... 1 I 0 Inch 1/16 1 2 3 4 5 6 , `' j - %XIE^1'YVTTI " �.`I r. a l 0 1 hNIIIII 1111111111111111111111111 111111111! 111��1��11i I I 1111 1 1 1�111111��1 111ili11111111111ii11i1 I� 1 111 1111�1111111111111�111111111�1 11111 111 i�� • ' viimmiemamin . . ' BOLT 'SCHEDULE • <A 1 /2' x 1 1 /4' A307 W /k,!ASHER . L ® 1/2' )x 1 1 /2' A325 W /WASHER I lEYE :;pLT 4// © 1 /2' x 1' A325 .CARRI AGE W /WASHER EAtiE STRUT i--!I "� s;� ►� �:tSh- - FLAT WASHER �.; . #12 - 1 4 x 1 1/2' TEK W /WASHER c am-- . • • • 8. N O#12 - 1 4 x 1' TEK W/O WASHER r #1 2 x 3/4' STITCH W /WASHER . • H YE L SLD W/ CABLE -\ O • HILLSIDE WASHER, 0 #12 x 1 ' PHI LLI PS HEADED SCREW I v /'FLATVASHER OR RO D 04gfi3" ® 1 /8' x 1 /4' POP RI VET &NUT CABLE vo OR ROD • 0 #RV660 4 -6 -3 BULB FASTENER i 1 NUMBER • , . 7 BOLTS � CABLE 0 OR ROD H EYEBOLT W/ � - MI LL RAFTER I LLSI DE WASHER, _ •,. BOLT FLAT WASHER REFERENCE & NUT --srlip .. .. Alltp . . • SI DEWALL CABLE CONNECTI ON SI DEWALL CABLE CONNECTI ON D `'� i °•1 STANDARD D RD CABLE CONNECTI ON " STANDARD ENDWALL AT EAVE RECORD RECD 107 II o STANDARD ENDWALL AT BASE 111 - 114 ROOF, SI DEWALL, & ENDWALL • EYEBOLT W/ HI LLSI DE WASHER, FLAT WASHER & NUT . • CABLE • CBLE -/ �L OR A ROD L� NOTCH P'� �� OF �� CLEAR FLANGE . ��, �' CLEAR E. S. 'V 4 EXB -2 CLI P v yi : • : 2 FIELD DRI LL DO- RAKE CEE Q • GI R T RECEIVED CITY OF TUKWILA i _; mi. 1 2 2002 EXB -3 CLI P PERMIT CENTER ECI AL CABLE CON L D1 Na • D UG Na CABLE CONNECTI ON X14 SHEETED RAKE DETAI L uFISZ SHEETED RA D`G "a KE DETAIL VI 55 RECORD RECORD RECORD STANDARD ENDWALL DATE NO. . DRAUV 152 EXPANDABLE ENDWALL Iss DRAM NG TI TLE O1wNER _ DUG. NO. ��• tE CHECKED esun. 002 MOR 839 - GAN 7000 ROAD SU WA. 98944 CABLE AND SHEETED RAKE DETAILS LOCATION JOB NO. • C509) • ,BUIL FAX 0509) 839 -0383 NG I S NOT SYSTEMS BUILDER SHEET OF n ALE •s. 1 . 1 I I I I L'1 ' I., I. I 1 ' I I i l i i I Ii i' 1 i 1 I i Ii t i, ', • I • • 0 Inch 1/16 1 2 3 4 6 r' .1.4o i. .... Sl lit .61 Lt t, di , 6' L E _ t - L — Z i _. -.� o 1 111441 IIIIIIIIIIIIIIIIIIIiii1Ih1111IIIILIIII1IIIIII , 11111111 IIIIIl1111111IIIl111IIIIIl111 111111111111111111111111111111 111111111h i IIIIIII IIId hm ...._________ . 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P �4 . � ._ PAN S 0 P N AL IIIIIIIINIE 1.P.:±f 'S 1 Tho I OUTSIDE .. • C LO SURE ' S. 1 W /MASTIC - - -- � ;•• - - --�. -- LOW EAVE ROOF LINE -- - L EAVE ROOF LINE PURL IN FIELD CUT PANELS • PA __R • ECEIVED FIELD CUT NELS DW C I T yp F T I� KwILA _.. a r • . . %BA 1 2 2002 2 : 12 CUT 6' • .. r UNI T 3 12 CUT 9' PERMIT CENTER • RAFTER (OPEN AREA) 11E:1.1.12) PINLS MU • BE ' • 4 : 12 CUT 12' CUT TCH 3' PA AT E BOTTOM OF PANEL STEP PANELS MUST BE FIELD RANGE OF EAVE f CUT TO PITCH AT TOP & BOTTOM E OF EAVE HEIGHT D ` Ts3z CHANGE OF EAVE HEI GHT D`'TS3a DEC, "a CHANGE OF EAVE HEIGHT TS34 ROOF TO ROOF !..L TO ROOF - LEAN -TO "RECORD RECORD RECORD :ATE � ��No STEP PANEL STEP PANEL DRAWN • DRAWING TITLE OWNER DWG. Na i — NAME CHECKED 2002 MORGAN ROAD :014 "' ' •SUNNYSIDE, VA. 98944 TRIM DETAILS LOCATION JOB Na C509) 839 -7000 �- � w .�1. ;1 LDI I N G SYSTEMS Fax (509) 839 -0383 - DRAVING IS NOT BUILDER cacrT nr —y Ta SCAI F one ""r wu� .v i. 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AT VALLEYROFM' PANE CROSS CUT GUTTER EG -14 DOWNSPOUT PANEL BOTTOM OF DS -10 N_____0 . GUTTER • �, CUT .HOLE IN THE BOTTOM OF GUTTER 1 AO AS OUTLET TUBE INSIDE. CAULK • NECESSARY & POP RIVET OUTLET TUBE TO GUTTER. POP RIVET DOWNSPOUT - T 4 O OUTLET TUBE AS SHOWN IN METHOD 1 •• A36 PANEL DOWNSPOUT DETAIL D IM DOWNSPOUT DETAIL DEG No. GD2 DOWNSPOUT HOLDER DETAIL D"GGD3 N a DOWNSPOUT TO GUTTER - METHOD 1 • • DOWNSPOUT TO GUTTER - METHOD 2 RECORD RECORD iD OUTSIDE :LEISURE IF �'� LAP GUTTER 2' AT NOTES: ADD INSIDE CLOSURE W /MASTIC =C� : PITCH IS GUTTER R ' • DISCONTINUITIES. ON TOP OF GUTTER IF THE ROOF . i� &LOWER CAULK AS NECESSARY ■ RAP IS PITCH IS 1 :12 & LESS. © GUTTER S T. © 8� POP RIVET. P LACED I ' 0 1 0 LOCATE D'SPOUT ON THE INSIDE OFeIT;'. -? i'aITTER AT CENTERLINE GUTTER STRAP, OF COLUMN JUL 1 2 2002 GUTTER ` ' UNDER TOP LE G'S ROOF PANEL EG -14 e � PERMIT CENTER ,,. vi Es:: ' • • DOWNSPOUT D -� , '4) 1 ELL) 0V - GUTTER . EB- 2' -0' o. c. DOWNSPOUT EG -14 ,-.a., i DOWNSF HOLDER DSS -1 N :ALDER DS I . Q - ,5' -0' o.c. `CLOSURE ELBOW E 4* GUT ER EB -1 .. - -- = PLACE CAP INSIDE OF GUTTER ENDCAP T t. • i \ . ., AND POP RIVET TO GUTTER GEC -1L GUTTER STRAP GEC -1R • - GUTTER • AND CAULK INSIDE AS EG -14 GS -1 DOWNSPOUT DET NECESSARY, IL GD5 GUTTER END DETAIL D G D6 G UTTER STRAP PLACEMENT D� N0' SHEETED SIDEWALL ,_l' 111, CE ENT GD7 y — T NO. RECORD RECORD DRAWING TITLE t; • . OWNER DVG. N0. { 2002 MORGAN ROAD ;: . SUNNYSIDE, VA. 98944 GUTTER DETAILS LOCATION JOB NO. 0509) 839 -7000 ; ' L D t FAX (509) 839 -0383 ! •,61•0 • 1 1 I I I. I I I 11 1 rr iIiiir11iii iiiIi .ii 1 1 ( ___ .._ • 0 Inch 1/16 1 2 3 d 5 6 o v It( f - \Y!E 9 r ( V I T" , �� ,.._, S l V l f, t L i l i)1 �; L - -- 1 ,- - - - - -- L i � 0 1 11W11111 111111111 11 11111 11111111 111IIIIIIILIII11I II1IIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIII1111�1111�1111�111111111.111111111111111111.11111 , 1 1 • - • • • f . • i _ COLOR • N � • ._T-- M COLOR I1. 5'I • . N °° , COLOR SHT -1 rr �� • �. s . N'31___ f.A...lr 'S p REFERE � 4 � �+26711 2,..i COLOR 1.625' Li O� Q' . • ' s • . - -.—. • 1 • -90 S� -�-1. 625' COLOR �p� • - - • _ •. 1. 5' -- SHTA -14 • . REFERENCE #26712 HEADER TRIM D1.4 NO. _ D EC, N. C T RIM SPECIAL HEADER TRIM D`G Na D N o. JAMB TRIM HT -14 RECORD RECORD CTF -14 1 RECORD RECORD 26113 ' SHT -14, SHTA -14 26711 JT -14 • 26122 • CITY OF TUKWILA JUL 122002. • K PERMIT CENTER 2.625 4�,q • , ,p :0'. N. '' OLOR ° A — O� COLOR COLOR N L — ` • 1-41-64 N p DOBS . • 1. 25' DO ■ • J.625' 3. X75' • . . . . DO D flg JAMB TRIM (OLD D EG Na �� Na I R FLASHING OUTSIDE CORNER FLASHING INSIDE CORNER TRIM D � N°' OJT -14 . 4 RECORD RECORD I ICOF =14 RECORD :.;ATE NO 26221 26212 ICF -14 26231 DRAWING TITLE OvNER DWG. NQ 2002 MORGAN ROAD D .• SUNNYSIDE, VA. 98944 TRIM PROFILES LOCATION • JOB• NQ (509) 839 -000 .- 0 s U In . aT B U 1 L D I N G SYSTEMS- FAx (509) 839 -0383 ..I ; i i i I 1 i i 1 1 1 1 ,i 1 1 i 1 1 i .. i _ i I I 1 , 1 . 1 I I 1 I 1I 1 1 1 I 1 ,11 1 1! 1 1 f 1 0 Inch 1/16 1 2 3 4 5 6 W tier. r l l L_ _. V L i . 0 1 IINliiil iiiili11111 X111111111111111 1111 111 11i1111111111 111111t11i1i11i 1 11111111 1111I111111111111i1 1111111111 . • • • • . . p • • J . • 0 •• U 7. 375' 1 1 ' • ' r • L .. .. r. .. o �� S 1�O \ �, O� OR N ^ i ^ cu .. ci as N A �p L� N • . 1� ) . / I OB -2 625' 1 8. 5' c o cY o o J U o . • U FACADE TOP CAP I DwG Na FACADE TOP CAP D%IG "O. FACADE BOTTOM CAP ' D`� NO. FACADE • RECORD Z- FLASHI NG R FT -1 4 26850 FTC-I4 26860 FB -14 R R E • • . 26870 ZF-14 CORD • ► 26880 1. 25' r e- • „1 RECEIVED T' OF TUKWQ E • L • _., •. _. -\)- ` ,. -- • .-. 4 �1 (f' . • �'KMIT CENTER -� !n � COL�R O co�oR • . O , � S� �, -Ao - - .---------<.--- \ ............. 57 . 5.../ . . • • ......„_,..................„........ JI GH SI DE SPACE TO DRI P F D� "O' .. DO 2.-11 • • • LA SHING HI GH EAVE LI NER ANGLE !D`4 N0 ' D`G Na HSP-1 4 LTD_14 RECORD RECORD — RECORD - DATE N0. 26983 HELA -1 4 26990 DRA1�N • DRAW! NZ TI TLE 0%.NER 0 S U D.G. N0. 1 .HE CHECKED • 200 MORGAN ROAD SuNNYSIDE, va 98944 TRI H PROFILES LOCATi ON JOB N0. (509) 839 - 7000 ?AVi NG I S NOT BU I L D t N G SYSTEMS S Y S M S' FAX (509) 839 -0383 ______ Al IT ti nrn rucs•7 fiS• I 1 1 . i i � i l i LIT! i i "i i :, i ! _. . . i I i . 1 I I I 1 � 2!.. I ( ) I i i�. ,.1 1 , 0 1 Inch 1/16 3 I i I 5 , Y. Y, $ - 4Y1r"v 4 f-V rr • + s 1 _ ..__q r .. _ ... -. , . i i ` L__ f-� :_ i - c--: —C— - . l E i ,— 0 I h i i i i i i i i i 1111111111ii . ii1111111111111aiii1 u 111; 1111111111 111111111 diiiil1111111111i1111111111iihiiil iiii11t1i111111 • • . • . • . . .. - _ . • • • r . . • . i " COLOR ,� . . 9. 125' • r 7 COLOR v no I pT ppPL �pZ DOES N • . OA 4. 625' 8' ot U O EA STRUT ANGLE FLASH D`G N0 ' PARTI TI ON TRI M MNG Na 1 • EAVE LI NER ANGLE D� N ° ' ENDI NG CORNER TRI M D'iwG "0-7 ESA-1 4 RECORD PF -j 4 RECORD RECORD -- 26981 ELA -1 4 26994 ACTL_1 4 RECORD • 26400 • • 1 4 1 . . • .� rrII_OR.. 1.875' � � �. 125' ' M N y .� � � 4 --\_______ -A0 , Ae �COLOP Ili p� / ..1 COLOR S p3 � �O"- i Y OF UKD CIT T WILA • 1-in,..... ::p:: JUL 1 2 2002 .. e PERMIT CENTER O .. O U • • .. DOA, III g STARTING CORNEF T . T - LEAN—TO FLASH D� " a SR - 1 LEAN—TO FLASH Dec N°' SR-1 "G NO. _ 8 LE SR 1 8 RAKE CLOSURE TRI M ACT -1 LTF -14 - 1 b RECORD 'RECORD D ATE NO, 26982 SLT -14 26984 RCT -14 BY CHK. DATE DRAW 26985 DRAWING TI TLE OWNER M.G. NO. FILE NAME CHECKED 2002 MORGAN ROAD SD47 SUNNYSIDE, VA. 98944 TRIM PROFILES LOCATION N JOB N0. (509) 839 -7000 r. 1 , THIS DRAW NG I S NOT +B .0 1 L D 1 NG S YSTEMS FAX (509) 839 -0383 T� _.._........ _ BUILDER SHEET OF 1 1 1 I 1 , -1 I 1 1 1 I I 1 i. ! i i i i iri i i, . i i 1 1 i i ' i , .., : 1 t I 1 I r. i I i 0 Inch 1/16 1 2 '3 4 5 6 1 t r Y• j .,WJr ^rre(1'T r y LA.' J -......r. ' I1IiJ1 111 1 1 11111 1111111111111111111111111111i 111111 1111111111111111111111111111111111111111111111111111I111111111111111111111111111i11 6Ir 4 i • • 7' 4. 5' 9 . re • 1. 125' COLOR • ..?.?•‘.$ COLOR . • 2OLOR aF.) �S� • tri • . o COLOR - � 1n . • \ 7 1 375' d 1.375' L . 5. 875' CORNER .TRIM D� N ° � EAVE TRIM D� "0' '13∎4 Na HIGH SIDE EAVE TRIM RAKE TRIM D1rG NO. . CT -I4 ' RECORD RECORD 26211 ET-14 RECORD 26311 HE -14 26312 RT -14 RECORD L 26321 j •. • 5. 75 1 -6'3 5.75 - COLOR COLOR _____ , • ....--...............am. 111 / • O r •iS - pi s COLOR Q �� . vo ..., • \ 400 R c . : 1. 375' .a OF TUKWILA . J ' L X22002 • °----"" ,, RMIT CENTER L 4. 5' • • L 7. 5' _l • • SEG -12 SAME SHAPE #26345 GAL V. ) c'r- SR -18 RAKE Na E T _ DE EAVE — D G Na N 0' EAVE GUT °`G N0 ' 14 S PECIAL EAVE GUTTER SRT -14 - u1' _ , DATE NO. 26312 EG -14 =1, EG14 -3 26331 SEG -14 2� 63440 • DRAWING TITLE OWNER DWG. N0. i__ i i .. 2002 MORGAN ROAD '�„ SUNNYSIDE, V0. 989 44 TRIM PROFILES LOCATION JOB N0. X509) 83 - 7000 FAX (509) 839 -0383 "�,; `1 LDING RI • • s T E M � • cNf• OF YS S• • Inc 1 1 1 . . � I 1 i+ 'i I 11 I i • + • � • i, + i i' i i I +;iii + I i + +, + -+ 1 R 1 1. i 0 Inch 1/16 1 2 1 . 3 4 5 6 1 ,, ' '. I WirrT1 wTe S l V t t c, i t i) I E _. L _._. ' 17 i. L l _._ - O 1 I1I4 111111111lii1111111111111111�� _ ��1111!1111i111111iii 1i1i11i1111111111h 11111 11i111i 1 1111I1 111 1111111 111111lii1iiii11iiih1;iii111 I I ' • . • • • 4 , \.)4 COLOR kCOLOR L� COLOR N ' I � Q� . . P,44 = _ COLOR -" \) . . 5 s� , I �O 03 � �4 . 9 (....„..„ vo, AI . 0 s ool . . ... .. 4 a1 PEAK . CAP D`G N ° • SINGLE SLOPE PEAK CAP D14 NO. SR -1 8 PEAK D� N° ' Doc NO. • RECORD E K CAP SOFFIT TRI M PC -1 PC-3 RECORD RECORD 26200 $PC -1. $PC -2 26202 PCS - 1. PC$ -3 25201 $T -14 RECORD • 26721 • • CiTy O F T ,jK Cq 1.25' � • . Ju g 1 2 20 p COLOR ' Z 1 ON • 1 ' ___ 1...1:=1 /4 .._.....„.„,,„,, PERMIT C ENTER • T ------ ovs-v . TAP CC -2 26821 . , . • • D oss1 4 R 7_ I 4v Y 3 COLOR S . \ 4 :.el f C ]...:° . OLOR _COLOR 6' CC -3 26822 c::o. CORNER CAP ... D14 Na CORNER P A`4 NO. - Dw Na CAP SPACER TRI M CC--1 _ WELORD RECORD RECORD DATE N0. �„!� • 26821 CC -4 26823 SP -1 4 26741 DRAM NG TI TLE D NER r DIG. N0. • 2002 MORGAN ROAD • SUNNYSIDE, VA. 989 44 C509) 839 7 000 TRIM PROF! I.ES LOCATION JOB Na ., {Ik , FAX C509) 839 -0383 1 .I I I I 1 I I I 1, '' � i'';' ' i i i,i 1 1 1 1 1 i . ` I I I I 11 1 ' I 1 I . 1 .1 1 1 1 I I 1 1 0 Inch 1/16 1 2 3 ' A 5 6 I , t -71-------Cr- ; ` 1 1W1t111I111I11111II11I11111 111111IIIII111!111111III1II 1111IIII IIII I1lllllllllilllllllllllllllllllilllllllliiiiiilllllilllllllli11111111111111l1 ! .....mvnivastt...arsum ,rnrovernmsrmesfazir. „44,,szawensuanrismalcuamemanuireetm.enak Invivivramosrx: m yeastmz4 . 7„,....duo zr.,:ammircuAt. navat,temiimmtemmittsocwamernmarmv xpengetezumveznitm „...",quitmtebbasusease •mitruit • - •mus • ':"CfClitI.NP.SIER11 . 7 : 1■ ItI=.: 1 :7111611EXP.:70a11111.1rnTelni , tir t"611111.111111117Alliar, isarmapc : ...,03,sirsar , . _ . a ... a .„ .. C . 29 140... , 2gfalfaragesimm . • . s t • • • • e • . . * . . . ...... ... . ' . . . • . • . . . 1 5- . , 4. 5 , _, 2 ..1 ....„,,...-..--.1 " r) 17) 5' _, ... 1 . 4 ..................„. „ ..................... .L,-If e.,, 8 5' 5, 875' .. -:,,.. NE • O t....-- n '( -- 7.... DOS ‘ ......................„ ----- 71 17 8-p.s_ rc ''Y . , . . ..•••••••„„... .--------- ..................... .............................______________ • ••••......_________......... . 1 . • . . . . . . • • . . . • . ..,.. ..... . -- DLG NO. —--------------------- SR-18 DGE CAP 1 UNI VERSAL RI DGE CAP ID REV G RSE RI DG ,.....c..c A p Na. NEL 1/%4 NO. . I Ri:CORD RE 1 CORD I 261 926 o v c-1 4 . 261927 RRC -1 4 • 261928 rommea 41 11. 111 111■1111. lan. .....ammolINIMIME.M. • . . . . • • • . . • . .1 . . . . . .. .. ,......".„,„... /. /...... <2 • • S'.c4iTyRoECFETIL J V K E vv 0 ILA • • . .. .. ..0 :" .. in 1/...,..c>1 ....,....../„...„,....7.........„0„.........„,"/„....„),,, i 1A.) — r ...3). •. <, v0rJ ... O °E '7/;. 1c)(5') .. •;- ,....... 1 •. i„,...,..' ......IUMI .A.P. . JUL 1 2 2002 • • . . • PERMIT CENTER . • • • . . . .. . .. . Da ., qg . . . . . .. .-- D‘..G NO. SR-1 8 S I EP FLASH D.,G NO. .. RI DGE CAP CLOSURE ING NO. ---TrOORD RCCORD RECCR 0 26991, • SSF, 71 4 26992 RCC -1 26993 ......I.. .......,...,.-. •011.1111M 4..1.1■11MOMINIVINII■111■.••■••■•••••■■• DRAWL NG T I TLE ONwNER D NO. ....i . ,,i 1 .51, • • SUN R 9 O 8 A 9 D 44 .4, TRIM PROFI LES LOCATION JOB NO. A' %I!. (509) 939-7000 M0111' FAX (509) 1:139—D3'33 MCWIE-• , ,—.--..—....--... ______ 1 3U I I— DER SHEET or 1 . 1 1 1 6 0 . ' In I ch 1 ' 1/16 1 1.1 2.;';'iiiiii it' -S.1 it I 51 . a =,,e s A.Vir f7rimirviirr es 1 v y JI,40 ,.7 ■•• .2. 1 . 1 - Tr -'"*— C - 1 ------, i; i - i• 0 I -- - -,-- ----- - I - i - , c • v r - - 1 1 1 II II I 1 I 114,111111 11111 iiiiIiiiiIiiiiiiii11iiii iiiiiiiiiiimliiii Hu mil 'Hi lin ilii iiiiIiii1111111iiiililiihililiiiihmlimiliiiihililimliiiil I .. .. r .. .. . .. .. .ytt.• j .. - �.. . , I�,t.714'!f✓ '�R91 Ga .Jl tYl9f MR1MOR T.4 ,. . _,. �... • ... "'L ht , . � . , • _- ' • r . 3. 625 " " C'%1. I 25 P' in COLOR • 1 � S . COLOR . • .. v%. 5 ‘\%\ ' O el ph3 `t COLOR • I NSI DE. EC OU -, : ' I~ =AVE TRIM ifNG A' F' RIDGE VENT TRI Ml 'D�c P , a, a CORNER 1 No. — RI M I ET __.. Y -1 4 iR 26989 ACC-1 4 1 26997 • AC -1 1 26998 t - ., i • O C11Y �� D WI • 5 J cq • • • 1 2 2602 PERMIT CENT COLOR N COLOR in ..e,-v.., r .°0 `�s •.. � G f• • 4 . 625• COVER D`.IG Na TRACK COVER CAP DLO N0 ' HI GH EAVE ANGLE TRI M D■G Ho. • .., RECORD "PtECORD - 2683.0 TRC-1 26840 %.ESA -1 4 26995 5 � . 1 F = DRAWING TITLE O%.NER DLG. NO. j 2002 MORGAN ROAD 0. • S UN t�lY, 98 TRI M PROFILES LOCATI ON JOB N " °'t ., .t (509) SIDE 839 -7 000 944 IL D I N G . E FAX (509) 839 -0383 ; BUI LDER SHEET OF , _ 1 1 1 I. I I I I. I 1- I i i i 1 1 il 1 1 1 1 1 1 1 1 1 ii ' 1. 1 .. + 1 R 1 I 1 1 1..4 I I 1 ' 0 Inch 1/16 1 2 • 3 `� 4 5 1 . %Y!Lrrt . , r . w 4 J. ._, .., i o t 111 11111111111111ll1111111111111I1111! 11111 . IIIIIIti1I1111I11111111111 11h iiii11il11 I I I ii1 II Illlllllilllll IIIIIIIIII I IIIIIIIIIIIIII hb, • i • i • • • • Si • .q 4.25' • III r I I • / N Apr. '� c 1. -- _ p si 4 . I . GUTTER S OUTLET TUBE D� N ° ' DOWNSPOUT D`G NO. _ _�.._._ ELBOW D14 No. GS-1 GT -1 2 535 DS-10 RE 26340 EB -1 RECORD 25421 i • RE' EIVED CITY 0 TUKWILA JUL 2 2002 • • PERM! - CENTER NIIII .. - .. • • . .. • IA 7 I- . �, o rs 4/ .. .. COLOR COLOR / \07 ) ..... ....--- - " ----- 1. (3 GALV. (LEFT) D�c NQ' ._ GUTTER END CAP (RIGHT) p` � N0 ' SPL. EAVE GUTTER CAP D\G "o' RECORD RECORD RECORD 26510 GEC -1R 26520 SEG -CAP 26350 ;x . DRAWING TITLE OWNER DWG. NO. '�' 2002 MORGAN ROAD ' SUNNYSIDE, WA. 98944 JOB NO. i TRIM PROFILES LOCATION a -�'r (509) 839 -7000 �� ` j' L' D 1 N FAX C509) 839-0383 ;.,', z • ' G, S'Y`rST•EMS BUILDER SHEET OF i r j I i' i i 1 i 1 ! 1 1 I i I, I , 1 I , I 1 I 0 Inch 1/16 1 ` 3` 4 5 6 j .._ .. ._. 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UMBER ET-14 ET -14 = iL � 7 0 OF SCREWS • • I o 0 4 5' OUTSIDE 1 0 CEA -1 0 2' -0 o.c. Q 2' -0 o.c. D � ur2NER I CLOSURE ICIF -14 • =!�' SCREW �----� O REFERENCE SOFFIT TRIM i �► Q _� ` ST -14 ST -14 ' 1 4) C -TRIM . ESA -14 CTF -14 / ELBOW EB 1 DOWNSPOUT • FIELD CUT • I --, -. :AVE DETAIL D cni . CANOPY EAVE DETAIL Lw N °• • I L cD2 CANOPY EAVE DETAIL D CD3• SOFFIT -RECORD RECORD . . SOFFIT . . NO SOFFIT - GUTTER RECORD • 'RAKE TRIM ` . __RECEIVE RT -14 . CONT. MASTIC • . • r YOFTUKW/LA 2' -0 o.c. UNDER RAKE TRIM JUL 1 2 CONT. MASTIC — - 2002 * 4)4 UNDER RAKE TRIM PERMIT CL' b� �? . RAKE ANGLE 3 7 2 - < ? RA-14 ' 0 ,I.t ANGLE . . RA -14 S - • - - . . O I • . RAKE ANGLE 2' -0 o.c. ;-' . . WALL PANEL �RA -14 © 2 ST -14_ -c--'"' O P �,� NON- SHEETED END ,� i _ t �� Q , _ INSIDE S . • 2' -0 ' CLOSURE o� - SOFFIT PANEL • SHT -14 -� \- SHAPE MAY VAR C -TRIM CTF -14 © .. 2' -0 o.c. .. , y . SHEETED END SP -14 • • D 1(12 DETAIL -LNG ns' CANOPY RAKE DETAIL •D `c D6 . CANOPY SOFFIT DETAIL DING NO. cD7 ;:NOS RECORD RECORD •CORD ADS OPEN ENDS j r.;, DRAWING TITLE `OWNER DWG. NO. . ' ; . c 2002 MORGAN ROAD �` ' S UNNYSIDE, VA. 98944 � C509) 839 -7000 CANOPY TRIM DETAILS LOCATION JOB NO. Tr llirrn y . . r FAX C509) 839-0383 - 1 . w I, , I I1 I1 I. 1, i Ilil�l„j,.i,,II � i 1 . 1 • 0 Inch 1/16 1 2 '3 4 5 6 1 III ,I 1 I 1 I I 1 111 1 11111 11 1111111111111 I I I 1 1 11111111111111111 I I I I 1 111 11 I I I I I 1 I I I I I 1 111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I . II I I - I • . •SC SCHEDULE . .. #1 2 - 14 x 1 1/2' TEK W /WASHER .. ' 0. 412 - '14 x 1 ' TEK W/O WASHER 0 412 x 3/4' STI TCH W ' . 0 412 x 1' PHI LLI PS HEADED SCREW - • 0 1/8' x 1/4' POP RI \ET Q : RV6604 -6 -3 BU'_B FASTENER NUMBER / - NUMBER SCREWS . 4O ©2 2 f -• SA -1 4 SA -1 4 • ' 4 6' SA -1 4 SCREW REFERE'10E 1..,...r' . M , rI ONS D si SAG ANGLE CONNECTI D1wG N0. I ONS SA2 SAG ANGLE CONNECTI ONS DbG N0. RECORD RECORD G S PEAK PURLI N SAG ANGLE SPLI CE • • RECORD • • RECEIVED • CITY OF TUKWII.A JUL I2 ZOO? - . . PERMIT CENTEF • • 111111111 Illril—.....-....-....,.....—....,...—...,......—.......... • D a riqg •• •• • . '7OLOR ROTATE THE OTHER LEG AROUND COMPLETE I NSTALLATI ON BY LEG THE STRAND AT THE COLOR CODE WRAPPING BOTH LEGS ON STRAND =S. MARK. . ' • • ' ' • • COMPLETELY. MAKE SURE ENDS ARE SNAPPED INTO PLACE. v D N CABLE END I NSTALLATI D`"C N0 ' ` 13%4 N0. ON CE3 CABLE END I NSTALLATI ON CE4 RECORD y STEP 3 'RECORD RECORD . STEP 4 ilk q-- - . DRAWING TITLE OGNER R � : DbG. NO I '' :' . • 200- , .4‘' ROAD SUNNY A. 9894 PURLIN SAG ANGLE AND Cs 7000 CABLE DETAILS LO. CATION JOB NO 11 rr- FAX 3 -03$3 I 1 I i ,I • I 1 1 .. 1 iI i I . 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GIRT BRIDGE ® . 1 • GB -2 RNER CONNECTI 0 N D G: GIRT CORNER CONNECTI 0 N DN4 No. GD2 GIRT CORNER CO NNECTION D� GD3 No. VDW WA ALL - OPEN ENDWALL Az. • EXPANDABLE ENDLL - OPEN EN W D ALL 14111:71 EXPANDABLE ENDWALL - OPEN ENDWALL D COLDFORM FLUSH . OR MI LL GI RTS EXTERI OR OR • 1 ' 3' FLUSH GI RTS V y•PG-3 RECEIVED . CITY OF TU a . 1 3 .E o .. : JUL 1 2 200 . . 2 2 A PERMIT CENTER —"" A — 'd • -1/4t—L • il _ UC -3 �� U C 3 l �S • -'() ..4/ 2 • .9100 -----• 2 o O 3 • ` • t • RAKE ANGLE N • O .RAKE ANGLE GIRT BRIDGE RA -14 ∎ 2 RA -14 GB -1 • ALTERNATE ` 2 . . . • • D0a w CONNECTION D GD5 GIRT CORNER CONNECTION DEG Na D�•G Na ---°- G D6 GIRT CORNER CONNECTI ON GD7 RECORD OP y SI DEWALL ' RE nn- ''RECORD SPECI CURB WALL ENDWALL EXPANDABLE ENDWALL �' L ., DRA 4 NG T I TLE '. < � 0 �tvE R 2002 MORGAN ROAD D.G. NO. 4, SUNNYSIDE, VA. 98944 GIRT FRAMING DETAILS LOCATION '' (509) 839 -700 JOH NO. ;T , . ti D t ` ..: FAX C509) 839 -0383 -- � • • BUILDER I ' ' i I 1 , I , r I �' ' I 'i'i i i i . l .� 1 SHEET OF 0 Inch 1/16 1 ' 2 • I , ' i I l 3 4 5 6 `' . _%YTf"^Tn r '' II I I 'Ii11.illlll IIIIIIIIIIII111111 1l111111llll. IIIIIII�I I III�IIII�IIIIIIIII III1 1111IIIII1 IIIIII��I1 iilllllll1 ll��llll�1 lllll� ►��1 ��I�►iiI , 61.- . TEK W /WASHER . • : W/O WASHER W /WASHER • HEADED SCREW -- , WALL PANEL • • SOFFI T • • 7NER • ' . 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NO. L , p :KED SU 2002 MORGAN ROAD NYSIDE, V. 94 LOCATION 98 e (509) 839 A JOB N0. NO =" .�' • WADI ` Y; '. Tam! FAX (509) 839 -038 ___ _ BUILDER SHEET OF 14 I . ) I j, f I • I . i • i I t i i l l .. i�1 ., l ;' , i . i i ;,,; , I .., • I I I I i l f l I I 0 Inch 1/16 1 2 ' 3 d 5 6 � ,, ,, . Wir•^rrr r . • • y'rJI,4tti _ , r i t) L U E t, l 0 1 • 1111 I1IIILIIIIIIIIIIIIIIIIIIIIIIIIIlii . ii iiiiIIIIII IIIIIIIIIIIIIIIIIIIIIIIhIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiiilllllIhi iilllllllllIlllIlIIlJIlIIll 6.-