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BLD-05-0173 CITY OF YELM - BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY Building Address 16510 106lh Ave. SE Fire Zone Occupancy Group S-3/B Owner Name Brown's Automotive Use Zone C-1 Owner Address 16510 106lh Ave. SE Type of Construction V-N/B-B Building Permit Number 6896/05-0173 Plan Number Has been inspected and the following occupancy thereof is hereby authorized Area under Maximum Maximum Allowable I Floors Occupancies This Certificate Occupant Floor Loads Square Feet Load Lbs per Sq Ft. 1 6896-B/S-3 1114/6117 15/31 Mezzanine 125 psf 1 05-0173-S-3 3760 19 Remarks. Areas Inspected All Code Required Special Conditions None Is Building Sprinklered? YES L-NO Building Official G. Carlson Date Auqust23.2005 POSTING The Certificate of Occupancy shall be posted in a conspicuous place on the premises and shall not be removed except by the Building Official. ~. o o City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No BLD-05-0173- YL Issue Date 06/17/2005 (Work must be started within 180 days) Receipt No 37051 ApplicallJ: Name. Brown Car Care Phone. 458-1421 Address. 15711 92nd Way SE City' Yelm State: WA Zip 98597 Prop~rty InformCition: Site Address: 16510 106th Ave SE Assessor Parcel No 99002046289 Subdivision: Lot: Contractor Information: Name: Contact: Phone: Address City' State: Zip' Contractor License No: Expires. Business License. P ro j~c:t .Illf<!rl!l Citio!!: Project: Brown's Automotive Expansion Description of Work: 3760 sf expansion Sq. Ft. per floor (1 st) 0 (2nd) 0 (3rd) 0 Garage 0 Basement 0 Heat Type (Electric, Gas, Other). Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc ------------- 1,049 75 993.75 56.00 5 6000 10 0000 $1,000 682.33 000 0.00 0.0000 o 0000 4.50 450 000 o 0000 0.0000 3900 0.00 000 0.0000 o 0000 $1,775.58 Building Permit 100-500k Building Plan Review State Building Fee Mechanical Permit TOTAL FEES. Applicant's Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in the State of Washington. OFFICIAL USE ONLY # Sets of Prints. Signature ~ ~ J _ ~ ~ ""'-r Firm Date 17X~~~ o o . .. B:' ,. ; . _ .. 0 RECEIPT No 371] 51 IVED ****CNE THOUSAND SEVEN HUNDRED SEVENTY rIVE DOLLARS & 58 CENTS RECEIVED FROM ROi'INS CAR CARE 5711 92ND WAY SE ELH VIA 98597 6510 106TH AVE SE BLD 050173YL ER!!IT 1049 75, LD-05-0173-YL PLAN PEVIEd 68::' DATE REC NO 06/17/05 37051 i,MOUNT 1,775 58 CHECK REF NO 4153 EUDGETARY JANINE :::;3 Be FEE 4 h ("1 ,-,' "-' , HECH 39 00 o o Anderson - Peyton Structural Engineering Consultants A Division of ACP Consultants, Inc. Sheet of~ 5/17/2005 FKB Date: DesIgn By' Project: Location. Client: Structural Engineer. Project Number Code: Loads: Structural Calculations Brown I S Car Care Addition Yelm, WA Mike Brown Anderson - Peyton Structural Engineering Consultants 3]620 23rd Ave S, Suite 321 Federal Way, WA 98003 05 131 2003 IBC Soil Bearing = 2000 psf (ASSUMED) Bui]ding reactions from Pacific Bui]ders R E r" :l~ 11 F' /'I =>..., ~ ~I t.... l: LJ MAY 2 5 1085 Expires 2/19/07 F~lE COpy Brown's Car Care Addition Date 5/16/2005 Job#' 05131 Footing Design Allowable soil bearing =1 2000 Ipsf (ASSUMED) PBSIDI Width Width Depth DL ftg \ft) (ft) (ft) (kips 6-F 5 33 Lt 533 533 22.71 6-A 5 33 l.{~ 533 533 2271 7-A 200 200 2.00 1.20 7-B 2.83 Ib' 2.83 2.83 340 7-C 2.83 IG' 283 2.83 340 7-D 2.00 200 2.00 1.20 7-E 2.83 I('~ 283 2.83 340 7-F 200 200 2.00 1.20 U L.- uplift F S - factor of safety DL Slab kips) - 3.50 350 4.30 3.50 3.50 3.50 350 4.30 ~fr~ R~ ~ ~. Max Down Force kips) -- 32.80 32.80 3.30 870 7.80 6.20 8.00 3.30 Soil Bearing (ksf ....... 1.95 1.95 113 1 51 140 1.85 142 113 Max U L. kips) - 17.20 17.20 1.50 400 460 2.80 400 150 , F S for U L. - 1 52 1.52 367 172 150 168 172 3.67 () r x Off:;? o )'J ODD And e r S 00 - P e y ton ODD Structural Engineering Consultants ODD A DivISion of ACP Consultants, Inc. JOB# QSl \~ \ DESIGNED F flt, , SHEET.1 OF , I l''"I l::"'" Ii t. I>) e, DATE 'e.;.."" . _.- j , f, r ' PROJECT '.,:)( (> '^--'V\ S CHECKED DATE i. to. ('.: [,L ~'-r"'''~ 1~= 1~~.. {'t t:;'~ ',':\ ";"0"'\;.'"'' . ",:' . '-f ~~. r ~~,h '~'lC ..,l... _, if A '".1";''1''''' l ,( /}' J.- Ji;:::' .. - t.<it. (" :0;:. t : .l .~-, ?t~-,~}l r ,~..... ,.~ ..~ ....., Ai. " f\ '..A";t;--.C --t- ,~ f t.,~; -..J.t-.. '-";; --~, -.-. ,.-- ~. .V{jy:....~~;.::f;..' - - '" ~, oj,. ",_ "'j ---1 ._- .-........,......-. C -1.S~ - ~~Li,~e... ~l(3-- ~ ...,- .,' ,-". I ;i4: ~0~ ~~. ::h~~/.l I .v~; ,1; ,Svre'4-.... ". ?,,-F _ t' 'I' ' - .5 '6~ . :J. t-._...~l-;1' f _1-. t . Cc,...." t I , 12.",,\1 e- ,0", S. .s. (UIL__: '- ' 0 / (" I e'~ "-...~- C~/i;;"":;,) OJ'7; /'" ,;; ~ lc'\4 (>.. -.: _J ~lp\,L. o .." -:..:.... - ~__l 6h t r ... f-t~ =~ 3.~1.-)(I~~CtS6);"':1JO d ( ::=,::>[., ~ 12 Co" "i :3 E('2'/;)7s;,/ IIt'f\ -, ~4v - - .~.2'() ~~'}-_ .. )l~.L.2J. 7/2:;Lb\1 ~-J ~S~ ~ ~ 31620 23rd Avenue South. Suite 321 Federal Way WA 98003 Phone. (253) 941 9929 Fax (253) 941 9939 Seattle / Eastside (206) 292-0940 o &.f Title Brown's~Care Addition Job # 05.131 Dsgnr' FKB U Date. 4'00PM, 16 MAY 05 Description Scope Rev' 580008 . User KW-Q6D4293, ver 5.8.0, 1-Dec 2003 Concrete Rectangular & Tee Beam Design (C)1983.2003 ENERCALC E Software . Description ftg/beam - corner General Information Span Depth Width Page 1 brown add.ecw:Calculations Code Ref' ACI 318"02, 1997 UBC, 20031BC, 2003 NFPA 5000 fc 2,500 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Fixed~Free Live Load not acting with Short Term Beam Weight Added Internally Reinforcing Rebar @ Right End of Beam... Rebar @ Left End of Beam... Count Size 'd' from Top 2 4 1475 in 2 4 3.25 in Rebar @ Center of Beam... Count Size 'd' from Top #1 2 4 1475in #2 2 4 3.25in LoadF actoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to AC1318-02 C.2 #1 #2 Count 2 2 Size 4 4 'd' from Top 1475 in 3.25 in #1 #2 Span = 6.60ft, Width= 12.00in Maximum Moment Mu Allowable Moment Mn*phi Maximum Shear Vu Allowable Shear Vn*phi Shear Stirrups... Stirrup Area @ Section 0.000 in2 Region 0.000 Max. Spacing 0 000 Max Vu 15.045 Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear @ Left End @ Right End Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Trapezoidal Loads #1 DL @ Left DL @Righl mmary k/ft k/ft ST @ Left ST @ Righi k/ft k/ft Start End 0.000 ft 6.600 ft lZ4JsG)C~':'i Depth = 18.00in -12.96 k-ft 28.65 k-ft 3.04 k 15.05 k 1-) Beam Design OK -0 0110 in 2.47k 0.00 k 5.500 0.000 15.045 6.600 ft 0.000 in 15045 k Maximum Deflection Max Reaction @ Left Max Reaction @ Right Mu, Eq. C-3 0.00 k-ft -8.33 k-ft -0.00 k-ft Vu,Eq.C-: 1.95 k O.OOk 0.0000 ft 0.0000 ft 0.0000 ft ownward -0.0110 in at -0.0110 in at -0.0110 in at 6 6000ft 6 6000ft 6.6000ft 1 100 0.000 15.045 2.200 0.000 15.045 3.300 0.000 15.045 4400 0000 15 045 Mn*Phi 28.65 k-ft 28.65 k-ft 28.65 k-ft Vn*Phi 15.05 k 15.05 k Mu, Eq. C-1 0.00 k-ft -12.96 k-ft -0.00 k-ft Vu, Eq. C.1 3.04 k 0.00 k Mu, Eq. C-2 o 00 k-ft -9 72 k-ft -0.00 k-ft Vu, Eq. Co: 2.28 k 000 k Uowar 0.0000 in at o 0000 in at 0.0000 in at @ Left 2.475 k 2.475 k 2.475 k @ Rioht o 000 k 0.000 k 0.000 k ..:;:) o Title Brown's~Care Addition Job # 05131 Dsgnr' FKB U Date. 4'OOPM, 16 MAY 05 Description Scope Rev' 580008 . User KW-0604293, ver 5.8.0, 1-Dec.2003 Concrete Rectangular & Tee Beam Design lC)1983-2003 ENERCALC E eermg Software Description ftg/beam - corner Page 2 brown add.ecw:calculations Section Analysis Evaluate Moment Capacity_.. X Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel compo forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0 75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force I Fy Actual Tension As Center 2.050 in 1 742 in 44.434 k 0.000 k -44.371 k Left End 2.050 in 1 742 in 44 434 k 0.000 k -44.371 k Riaht End 2.050 in 1 742 in 44 434 k 0.000 k -44.371 k 8.730 in 6.547 in 7 420 in 141.910k 16.675 k 158.586k 2.643 in2 0.800 OK 8.730 in 6.547 in 7 420 in 141.910 k 16.675 k 158.586 k 2.643 in2 0.800 OK 8.7296 in 6.547 in 7 420 in 141 910 k 16.675 k 158.586 k 2.643 in2 0.800 OK Additional Deflection Calcs Neutral Axis Igross I cracked Elastic Modulus Fr = 7.5 * fC^.5 Z:Cracking 2,885 in 5,832.00 in4 669.58 in4 2,850.0 ksi 375 000 psi 117.566 k/in Mcr Ms:Max DL + LL R1 = (Ms:DL +LL)/Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)/Mcr I:eff Ms(DL +LL) I :eff Ms(DL +LL +ST) 20.25 k-ft 9.26 k-ft 2.188 9.26 k-ft 2.188 5,832.000 in4 5,832.000 in4 Eff Flange Width 12.00 in ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST .seismic = ST * 1400 1700 1700 1 100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 1400 0.900 b (\ o Title Brown'su~-- Care Addition Dsgnr' FKB Date: Description Job # 05131 4'00PM, 16 MAY 05 Scope Rev' 580008 . User KW,0604293, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Icl1983-2003 ENERCALC En In Software Page 3 brown add.ecw:calculations Description ftg/beam - corner ~ Sketch & Diagram fTI1lTITim.~mTrrlrrrr ~ ~ ~ + rrrr~ O.3k/ft I 6 6 eft Mu:Max - O.OOk.lt Dmax - 0.0110in Mu:Max @ left - 12.96k.lt Rmax - 2.475k Vu-Max _ 3.036k Bending Moment Ik.ltl Location Along Memoer Iltl Bending Moment Ik.ftl Location AlOng MemOer Iltl Beam Sketch Stresses for ACI C-1 Combination Stresses for ACI C-2 Combination .60 .60 Bending'Moment Ik.ft) Location Along MemOer {Itl Stresses for ACI C-3 Combination " i6:aii~._ ill.OO . iOJlO iO.OL; ill.O.L., iO_Qt,,,;,,. ;0.01" ." iOJlLl LOcal "V" Dellection Ilnl Location Along MemOer (ft) Stresses for Service Dead + Live Loads ;0. iO. i!l.00 ill.O.l,mL" iO.OL; ;o.oL"L._ iO"OL,,[ i!l.Qj Local 'V" Deflection (in) location Along Member {ftl Stresses for Dead+Live+Short Term Loads -t o Title Brown'SU-~' Care Addition Job # 05131 Dsgnr' FKB Date. 4'00PM, 16 MAY 05 Description Scope Rev: 58??oo user KW-0604293,ver 5.8.0, 1-Dec.2003 ICJ1983-2003 ENERCALC E' Software Multi-Span Concrete Beam Page 1 brown add.ecw:calculations - -- Slab - corner - Description General Information Fy 60,000.0 psi fc 2,500.0 psi I Concrete Member Information Description ~. S~n ft ~ Beam Width in 12.00 Beam Depth in 5.00 End Fixity Fix-Fix Reinforcing Center Area 0.06in2 Bar Depth 2.50in Left Area 0.06in2 Bar Depth 2.50in Right Area 0.06in2 Bar Depth 2.50in Code Ref' ACI 318-02, 1997 UBC, 20031BC, 2003 NFPA 5000 All Spans Considered as Individual Beams Stirrup Fy 0.0 psi ACI Dead Load Factor ACI Live Load Factor 140 1 70 I I Loads Using Live Load This Span ?? Dead Load klft Live Load klft r Results I ~ '1 G 1 t'~ .' q;; f\ ~1... .., ~O Beam OK I Mmax @ Cntr @x= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left k Shear @ Right k r Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @x= ft Inertia Effective in4 r Shear Stirrups k-ft ft k-ft k-ft I k-ft k-ft k-ft 0.32 470 0.65 -0.65 0.65 -0.65 0.65 Bending OK 041 0.41 I 0.30 0.00 0.30 0.30 000 0.30 -0.006 470 125.00 ), Stirrup Rebar Area in2 0000 Spacing @ Left in Not Req'd Spacing @ .2*L in Not Req'd Spacing @ 4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing.@ .8*L in Not Req'd Spacing @ Right in Not Req'd ~ o Title Brown..ur--- Care Addition Job # 05131 Dsgnr' FKB Date: 4'00PM, 16 MAY 05 Description Scope Rev' 580000 User KW-0604293, Ver 5.8.0, 1-Dec 2003 (CI1983-2oo3 ENERCALC En . Software Multi-Span Concrete Beam Page 2 brown add.ecw:Calculations Description Slab - corner Query Values Location Moment Shear Deflection ft k-ft k in 0.00 -0.6 0.4 o 0000 7 o Title Brown"Ocare Addition Job # 05 131 Dsgnr' FKB Date. 4:00PM, 16 MAY 05 Description Scope Rev' 580000 User KW-0604293, ver 5.8.0, 1-Dec 2003 ICl1983-2oo3ENERCALC En' . Software Multi-Span Concrete Beam Page 1 brown add.ecw:calculations Description Cantilevered Slab General Information Code Ref' ACI318-02, 1997 use, 20031BC, 2003 NFPA 5000 Fy 60,000 0 psi fc 2,500.0 psi I Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth All Spans Considered as Individual Beams Stirrup Fy 0.0 psi ACI Dead Load Factor ACI Live Load Factor 140 1 70 I ft ~ ~ 500 Fix-Free o 06in2 2.50in 0.06in2 2.50in o 06in2 2.50in in in ILoads I Using Live Load This Span ?? Dead Load k/ft Live Load klft r Results e-u.s;{~6;J Beam OK I Mmax @ Cntr @x= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left k Shear @ Right k I Reactions & Deflections DL @ Left k LL@Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia Effective in4 I Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ 4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right k-ft ft k-ft k-ft I k-ft k-ft k-ft -064 000 065 -064 065 0.00 0.65 Bending OK 0.34 000 I 0.24 000 0.24 0.00 000 0.00 -0 001 1.90 125.00 I in2 0000 in Not Req'd in Not Req'd in Not Req'd in Not Req'd in Not Req'd in Not Req'd IU o Title Brown'~Ocare Addition Job # 05131 Dsgnr' FKB Date. 4 OOPM, 16 MAY 05 Description Scope Rev' 58??oo User KW.0604293, ver 5.8.0, 1.Dec 2003 (Cl1983-2003 ENERCALC En' . Software Multi-Span Concrete Beam Page 2 brown add.ecw:calculations Description Cantilevered Slab Query Values Location Moment Shear Deflection ft k-ft k in 0.00 -0.6 0.3 0.0000 ODD And e r S 00- P e y ton 000 Structural Engineering Consultants o 0 0 A Division of ACP Consultants. Inc. o JOB # OS. 131 DESIGNED F ~'O SHEET II OF DATE O)/i 'flrss, PROJECT lSr-O\A ;Y)' S CHECKED DATE !- . .,. """, _ 'Vi - /1--" V.,\:.~ " -~--;;;;.;. --r,..... #- /" . ~ L' .-. ~I"-'\ Jl\V\...L 'f",H<:\ .-jv.n-'''='.t-0\: t- j(;'",~,..J C--.--- fooi I\~'~ S- 1" }"':J...-&,. .4 --' :)- . W\CI. ~~ te-11 S:c.:\/"1 ,,:' ~ e, sAt;Cpe<1-- P f3, <;0 ~~'~; ~ / ~ f''- lib ~~, ~ ;-"" - -z..- _,-,AIr ......-. eg() '~V1-' 2 L-l J(~ : ~>u~-@) If S 6~S-= -~(.60~ '13:, >.Q0 61;;/ ; ~~-, , < L_ 31620 23rd Avenue South. Suite 321 Federal Way WA 98003 . Phone. (253) 94]-9929 Fax. (253) 941 9939 Seattle I Eastside (206) 292.0940 ODD And e r S 00 - P e y ton ODD Structural Engineering Consultants ODD A Division of ACP Consultants. Inc. JOB # 005./;,1 DESIGNED F I<. fLJ SHEET I L OF DATE O~;(~/ CIS PROJECT Gv-C,\A/V"\ t S CHECKED DATE . ~ A "r1\t; - .tc'--:ri- ,. .j-=. -- i.~"<"; "--" V) ~ _. ._;>.0. ...-J ;t/-' , I \\ i -~I' h If) Vt. . _.'... t- .. ,"''' .\ "".. -.:;.'-' -- i ~U. -- ~.. "'. 'j'if.. '. j : \'=' .- .~--:-. . ~0rs I_'~~ ~~ 1 ..~OC~ .CA.~(.1ir-""' :CJ.Q.,PTV_1- .R~.g.-s,. .. 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Inc. o JOB # 05.1'51 DESIGNED r: ~ 6 SHEET 13 OF DATEO 'S.1/~/6~ . ; ( , - PROJECT B(tJ....".N\\~ CHECKED DATE A M~ (I <;. -t I ~.., 1.0'2.. = ~I [ sL 1:'1" ...1\. -- ': Ct. \ . iZ- :: .q~.(' ie>'L. ~ C1 ~-~-jY1~.~_ .['l.Nc. ... J\#\e...1 ) ) C \. A ~ 1/\ J ....;.......... ItS! '=:':' LJ.. .' '^;1"\I"1\)". O~/ . N Y \ rIND ~....J 10 -I "tvv ,/ r,;: -LO ._~! .-.. . .. .. . A 1 .. (hQ t-&~ ~~ OA+.6V\0 - 0/.. I ' 0 . ~. .. " '< tr~ ~- 1. 2. c;. (tAO on::,,:,lk i\nC'~ ) .,,;:. ,. ,,",,_. ~~ .A,.o, ::. ''7.tl-;ijJl;('C' .I.' '~,-T d.:_! ~ ,"'"' .. J. '-") I . ~/ S I ..s ;:-- "",,'IJ . 2..$0. O\UO' .. - -;:. ~ ":iq,t(-r1- h ~-t .cr ..-v .. . .. 0 . 7 -(-- ~~,.. N' '<'::~';'. . _ J "" "?, ~'~- ..-, -!~g~6'LS) ~'?: ,,~~:; ~l~ >-Lf:8/L o~c.- ,.. - uL. ; vrf&v c, c..;t^: LIC"').. .-dl'l' ;..~ .-....--w v.<.. -... ..... t" '\. , G "\ t '\"'. ! Vi..'. Q I A .;..f\. 'i: 0'-1 :C', Lt;,.('t C' f" , .' Tc:r,oi ,i"!' \ - (jJ: 11- , '. ~.\&>. IlSe- 1t..L1:'. . '0.. -.,ill;;...;. j. 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InRI ~ 'ii~~~~'ii \ ho I ; .~ - ~ ~ "....." i lill ; III IJlolJlJlolJ' 11', u; i ......... ! ~~! ppoopp I ~g.1 ~~~~~~ i ;; I ~U~U ~rC) ()----tp 11 I ~~~~~~ HI OOOO()() :;j~ I \.ololololl>\.o If ' uI .Ii;! uI uI uI ()()()()O() ~~ 000000 ~ 'f,~ (). 0 0 0 0 g g g g g ~ ~ ~ ~ ~ ~ ~r I ~ ~ ~ ~ ~ ~ il i ~ ~ ~ ~ S ~ i~ I ~I' o 0 0 0 00"" o 0 0 0 0 0 r i j Ji fl.':!?,' '"., REVISION DATE PROJ, ({'~Ol^ln5 Gar Gare /l'l"i ~~.. :' ~ DA TE, 4/ 5/05 5 DV'l6 BY MSP TITLE. ANGHOR BOLT PLAN DEALER, CHECKED BY rnl!l DRAYIlt>$ IHeLUDIt>$ DESI6N PAINCIPl.E!l. IS THE PROPERTY OF TRUS!l-T !lTRUG.llJRES, lNG, AND SHAl.L NOT ee REF'RODUCED CQl;'leD OR LOAN~D IN PART OR IN I"HOL~ filTtlOUT mITTeN PeRMI~IOH. IT III HoT TO ee UseD IN AllY .....rTeR rHAT MAY CON!lTlnJT~ A D~~IKENT DIRECTLY OR INDIReCTLY TO _-T STRUc:. TIRE!l, IHe. PAGIPIc:, BUILDING SYSTEMS MAt-UFAGnJI'lED ey TF!US&-T &T/WC.TURE&, INC. 2100 N. PACIFIC HI'f( V'lOOD6UI'lN, OI'lE60N "101' PHONE W3 / "61-"561 PA6E, F2 OF F2 JOB ID(;;~:~;;) ~,._~~ - -J::. Look Up a Contractor, Electnclan or Plumber LIcense Detail U ("', U Page 1 of2 Topic Index Contact Info Search Home Safety Claims [1 Insurance Workplace Rights ., & Licensing Find a Law or Rule Get a Form or Publication look Up a Contractor, Electrician or Plumber General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance License Information License PRIDEC*955B6 Licensee Name PRIDE CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 602467200 Verify Workers Comp Premium Status Ind. Ins. Account Id Business Type INDIVIDUAL Address 1 PO BOX 1966 Address 2 City YELM County THURSTON State WA Zip 98597 Phone 3602398565 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/26/2005 Expiration Date 1/26/2007 : Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information I I https.//fortress.wa.gov/lmlbblp/Detml.aspx?Llcense=PRID EC * 9 5 5B6 6/1512005 Look Up a Contractor, Electnclan or Plumber LIcense Detail U o Page 2 of2 Name Role Effective Date Expiration Date CRUSE, RICK R OWNER 01/26/2005 Bond Information Bond Bond Company Account Effective Expiration Cancel Impaired Bond Received Bond Name Number Date Date Date Date Amount Date Until #1 CBIC SF9355 01/04/2005 Cancelled $12,000 00 01/26/2005 Savings Information No Matching Information Insurance Information Company Policy Effective Expiration Cancel Impaired Received Insurance Name Number Date Date Date Date Amount Date #1 CBIC SF9355 01/04/2005 01/04/2006 $300,000 00 01/26/2005 .. '".... ,........ Summons / Complaints Information No Matching Information Start a Neyy5~arch Prio.t~rFriendly.Y~rSiQn About Uti Find a 1-800-547-8367 at L& ! Informacion en I Site Feedback I asllinQtol1 1::!:.>hingtcHl STate CeCiL of i...:.lbor :llnd industries. Usp of this site J j..:.rt tJ the UrNs of lh(~ stJ.te f ushington Access A:!f::€'rnent I Priv7U" dnJ 3ecurit'\! itatement I Intended use .;?xternC1! C -intent pot Scaff li nk Visit access wa sOv https.l/fortress.wa.gov/lm/bblp/Detatl.aspx?Llcense=PRID EC *9 5 5B6 6/15/2005 (\ CITY OF YELM (\ l'-........)MERCIAL BUILDING PERMIT APPLlC.'-....}N FORM Project Address. / '5/CJ /or;tt+. five se Parcel #. I J 002-0 Y ~ 2-61 Zoning; C / Current Use If4to f!e,p"'t/r Proposed Use. ltl,..fi"O ;2epQ( II U New Construction k Re-Model/ Re-Roof / Tenant Improvement U Plumbing U Mechanical U Fire PrevenUSuppress/Alarm Project Description/Scope of Work: 13 C1./ / d r v1. <7 If d d I rl (/ VV Project Value: ;;( rJ o. ~ aCJ ./ ./ U Other Building Area (sq ft) Parking Garage Building Height 2'1 W- Are there any environmentally sensitive areas located on the parcel? IV C) completed environmental checklist must accompany permit application 1st FlooJ~C 2nd Floor 3rd Floor_ If yes, a sUIEGING.OWNERlTENANt:.NAME: ADDRESS..'} r77T"9Z;:'-;iJ;;;;; 5"& CITY STATE U/J4-. ZIP AR~B1I~~II~~GrNgJ~B ADDRESS 2 cPO CITY WtMdlXdlf n EMAIL TELEPHONE 42/ NSE# / 732 7 EMAIL TELEPHONE Y/ QJ~N!f.Bbk~~QQ~f~C5IQ.B ADDRESS CITY STATE CONTRACTOR'S LICENSE # TELEPHONE EMAIL FAX EXP DATE CITY LICENSE # [!~;!!T~J~~:n- ~p~;=i~rHONE CONTRACTOR'S LICENSE #PI<.J:IJGc9.~f30 EXP DATE CITY LICENSE # Copy of City Mitigation documentation (TFC). I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. II /J-fVOS Date (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West POBox 479 Yelm, WA 98597 R~~~fJd APR 1 1 2005 (360) 458-3835 (360) 458-3144 FAX www.ci.yelm.wa.us 5 PACIFIC BUILDING SYSTEMS MANLf'ACTl.FED BY TRU5S-T STRUCTl.JRES. INC 2100 N. PACIFIC HWY WOODBURN, OREGON '17071 PHONE 50S / '151-'1551 ISA INC fABRICATOR INSPECTION PROGRAM fA-40~ (SEE WEB AT WWW IASONLlNE.ORO) t~ .. -<"t-;~",;.. 'J'"~l..-~,J~",''' ,t'..) .,...~':t CUSTOMER I BROWN SCAR CARE Y ELM WASHINGTON PROJEC T BROWNS CAR CARE Y ELM WASHINGTON JOB No O~-0~22 BUILDING DATA Received APR 1 1 2005 J APH 0 b 20D5 _....~.;.c WIDTH (fT) '14 ::: LEI'(;TH (fT) ::: S9.5SS EAVE HEIGHT (fT) ::: 24 / 24 Roo: SLOPE (RISE/ 12) ::: 10:12 / 10:12 DEAD LOAD (PSF ) ::: 2 I LIVE LOAD (P5F ) ::: 20 COLLA T LOAD (PSF ) ::: 5 SNOW LOAD (PSF ) ::: 25 W 1f\D SPEEo{lvffi ) ::: 55 W IIV CODE ::: IBC OS CLOSED/ OPEN ::: CLOSED Exp~ ::: C IMPORTANCE - WIf\D ::: 1.S0 IMPORT~E - SEISMIC ::: 100 SEISMIC llM:/CATA6Cfr?Y ::: D SEISMIC COEff (f A"SS) ::: 1.210 " . Page 1 Of 70 Customer Brown's Car Care Job No 05-6322 . :j;,'\0$;~ Project Browns Car Care Date 4/6/2005 I: D - Location Designed By! IN i%$$;v.% Size 94 x 39 8 x 24 Checked By '. Table Of Contents TABLE OF CONTENTS 1 - 1 Design Calculation 2 - 15 Roof Design 16 - 36 Sidewall Design @ Line A 37 - 39 Sidewall Design @ Line F 40 - 42 Endwall Deisgn @ Line 7 43 - 58 Rigid Frame Design 59 - 68 Design Warning 69 - 70 ~ ~ '; ~ Page 2 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 .Check.ed By Pacific Building Systems 2100 N Pacific Hwy Woodburn, OR 97071 STRUCTURAL DESIGN CALCULATIONS FOR Brown's Car Care Browns Car Care Yelm, Washington 05-6322 BUILDING DATA Width (ft) Length ( ft) Eave Height (ft) Roof Slope (rise/12 Dead Load (psf ) Live Load (psf ) Collat Load (psf Snow Load (psf ) Wind Speed(mph ) Wind Code Closed/Open Exposure Importance - Wind Importance - Seismic Seismic Zone 94 0 39 8 24.01 24 0 1 001 1 00 2 0 20 0 5 0 25 0 85.0 IBC 03 C C 1. 30 1. 00 D Customer Brown's Car Care Project Browns Car Care Location Size 94 x 39 8 x 24 Seismic Coeff (Fa*Ss) 1 21 Job No Date Designed Byj IN Checked By Page 3 Of 70 05-6322 4/6/2005 05-6322 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 44am Designer = 4/06/05 Design Loads For Each Building Component 4/06/05 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRONT SIDEWALL BASIC LOADS Basic Wind 19 0 Wind Load Ratio Deflect Factor o 70 1 30 WIND PRESSURE/SUCTION Wind Wind Wind Press Suct Long 16.6 -18 4 20 6 -22 3 16 6 -18 2 34 3 -21 0 BACK SIDEWALL BASIC LOADS- Basic Wind 19 0 Wind Load Ratio Deflect Factor o 70 1 30 WIND PRESSURE/SUCTION Wind Wind Wind -----Edge Strip_Ratio----- Zone Coli Width Girt Panel Jamb 3.98 1 00 1 00 1 00 Girt/Header Panel Jamb Parapet -----Edge_Strip_Ratio----- Zone Coli Width Girt Panel Jamb 3 98 1 00 1 00 1 00 Page 4 Of 70 Customer Brown's Car Care Job No 05-6322 >I~ .. , ,~ Project Browns Car Care Date 4/6/2005 ~ Location Designed ~ IN Size 94 x 39 8 x 24 Checked By 05-6322 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 44am Design Loads For Each Building Component. 4/06/05 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Press 16 6 20 6 16.6 34 3 Suct -18 4 -22 3 -18 2 -21 0 LEFT EN DWALL BASIC LOADS Dead Load 2 0 Collat Load 5 0 BASIC LOADS AT Seis Coeff - Frame Brace o 340 0 340 Long Girt/Header Panel Jamb Parapet Live Load 20 0 Basic Wind 19.0 Wind Load Ratio - - Deflect Factor o 70 1 30 -----Edge_Strip_Ratio----- Zone Coli Width Girt Panel Jamb 3.98 1.00 1.00 1 00 Snow Load 25 0 EAVE Seis Frame 3 85 Load Brace 3 85 ---Torsion--- Wind Seismic o 00 0 00 WIND PRESSURE/SUCTION Wind Wind Press Suct 16 6 -18.4 16 6 -18 4 16 6 -18 2 20 6 -22 3 34.3 -21 0 Column Girt/Header Jamb Panel Parapet WIND COEFFICIENTS Surf Rafter Wind 1 Rafter Wind 2 Bracing_Wind Long Surface - - - Id Left Right Left Right Left Right Wind Friction 1 0 00 0 00 0 00 0.00 0 35 -0 56 0.00 0 00 2 -1 11 -0 65 -0 75 -0 29 -1.11 -0 65 -1 11 0 00 3 -0 65 -1 11 -0.29 -0 75 -0.65 -1 11 -1 11 0 00 4 0 00 0 00 0 00 0 00 -0 56 0 35 0 00 0 00 COLUMN & BRACING DESIGN LOADS Load Snow/ Rafter Wind Brace Wind Long Column Wind [ Aux Load - - - No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis[ Id Coef 8 1 1 00 1 00 1 00 0 00 0 00 0 00 0.00 o 00 0 00 0 00 0 00 0 0 00 2 1 00 0 00 0 50 0 00 0 00 1 00 0 00 o 00 0 00 1 00 0 00 0 0 00 Page 5 Of 70 Customer Brown's Car Care Job No i 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 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 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 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 RAFTER DESIGN LOADS Load Snowl Rafter Wind 1 Rafter Wind 2 Long Aux Load - - No Id Dead Coll Live Left Right Left Right Wind Seis Id Coef 7 1 1 00 1 00 1 00 0 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 00 0 0.00 3 1 00 0 00 0 00 0 00 1 00 0 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 00 0 0.00 5 1 00 0 00 0 00 0 00 0 00 0.00 1 00 0 00 0 00 0 0.00 6 1 00 1 00 0 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 0 00 0.00 -1 00 0 0.00 ADDITIONAL LOADS No Add Surf Basic Load Fx Fy Mom X Y Cone Add Id Id Load Type W1 W2 Co Dx1 Dx2 Dist 4 1 2 WINDL1 D -0 11 -0 11 0 00 47 00 47 16 2 2 WINDL2 D -0 11 -0 11 0 00 47 00 47 16 3 3 WINDR1 D -0 11 -0 11 0 00 0 00 0 16 4 3 WINDR2 D -0 11 -0 11 0 00 0 00 0 16 RIGHT ENDWALL -------------- BASIC LOADS -----Edge_Strip_Ratio----- Dead Collat Live Snow Basic Wind Load Ratio Zone Coli - - Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2 0 5.0 20 0 25.0 19 0 0 70 1 30 3 98 1 00 1 00 1 00 BASIC LOADS AT EAVE Seis Coeff Seis Load ---Torsion--- - Frame Brace Frame Brace Wind Seismic 0 340 0 340 3 87 3 87 0.00 0 00 WIND PRESSURE/SUCTION Wind Wind Page 6 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Press Suct 16 6 -18 4 Column 16 6 -18 4 Girt/Header 16 6 -18 2 Jamb 20 6 -22 3 Panel 34.3 -21 0 Parapet WIND COEFFICIENTS Surf Rafter Wind 1 Rafter Wind 2 Bracing_Wind Long Surface - Id Left Right Left Right Left Right Wind Friction 1 o 00 o 00 o 00 o 00 o 35 -0 56 0.00 o 00 2 -1 11 -0 65 -0 75 -0 29 -1 11 -0 65 -1 11 o 00 3 -0 65 -1 11 -0 29 -0 75 -0 65 -1 11 -1 11 o 00 4 o 00 o 00 o 00 0.00 -0 56 0.35 0.00 o 00 COLUMN & BRACING DESIGN LOADS Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load - No Id Dead CoIl Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1 00 1 00 1 00 o 00 o 00 o 00 0 00 o 00 o 00 o 00 o 00 0 o 00 2 1. 00 0.00 o 50 o 00 o 00 1 00 0 00 o 00 000 1 00 o 00 0 o 00 3 1. 00 o 00 o 50 o 00 0.00 o 00 1 00 o 00 o 00 1. 00 o 00 0 o 00 4 1 00 o 00 o 00 o 00 o 00 o 00 0 00 1 00 1 00 o 00 o 00 0 o 00 5 1 00 o 00 o 00 1 00 o 00 o 00 0 00 o 00 o 00 1 00 o 00 0 o 00 6 1 00 o 00 o 00 o 00 1 00 o 00 0 00 0.00 o 00 1 00 o 00 0 o 00 7 1. 00 1. 00 o 00 0.00 o 00 o 00 0 00 o 00 o 00 o 00 1 00 0 o 00 8 1 00 1 00 o 00 o 00 0.00 o 00 0 00 o 00 o 00 o 00 -1 00 0 o 00 RAFTER DESIGN LOADS' Load Snow/ Rafter_Wind 1 Rafter Wind 2 Long Aux Load - No Id Dead Call Live Left Right Left Right Wind Seis Id Coef 16 1 1. 00 1 00 1 00 0.00 o 00 o 00 o 00 o 00 o 00 0 o 00 2 1 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 0 o 00 3 1 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 0.00 0 0.00 4 1 00 o 00 o 00 o 00 0.00 1 00 o 00 o 00 o 00 0 0.00 5 1 00 o 00 o 00 o 00 o 00 o 00 1. 00 o 00 o 00 0 o 00 6 1 00 1 00 o 50 o 00 o 00 o 00 0.00 o 00 o 00 1 1 00 7 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 2 1 00 8 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 3 1 00 9 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 4 1. 00 10 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 5 1 00 11 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 6 1 00 12 1 00 1 00 o 50 o 00 o 00 o 00 o 00 o 00 o 00 7 1 00 Page 7 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 13 1 00 1. 00 0 50 0 00 0 00 0 00 0 00 0 00 0.00 8 1 00 14 .1 00 1 00 0 50 0 00 0.00 0 00 0 00 0 00 0.00 9 1 00 15 1 00 1 00 0 00 0 00 0.00 0 00 0 00 0 00 1 00 0 0 00 16 1 00 1 00 0 00 0.00 0 00 0 00 0 00 0 00 -1 00 0 0 00 AUXILIARY LOADS No Aux Aux No Add Load Aux Id Name Load Id Coeff 9 1 E2PAT SL 1 1 1 0.50 2 E2PAT SL 2 1 2 0.50 - 3 E2PAT SL 3 2 3 0.50 4 0.50 4 E2PAT SL 4 1 5 0 50 - 5 E2PAT SL 5 1 6 0 50 - .6 E2PAT SL 6 2 1 0 50 - 2 0 50 7 E2PAT SL 7 3 2 0 50 3 0.50 4 0 50 8 E2PAT SL 8 3 3 0 50 4 0 50 5 0 50 9 E2PAT SL 9 2 5 0 50 - 6 0 50 ADDITIONAL LOADS No Add Surf Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type WI W2 Co Dxl Dx2 Dist 10 1 2 ------ D -0 26 -0 26 0.08 0 00 20 07 2 2 ------ D -0 26 -0.26 0.08 20 07 39.14 3 2 ------ D ~O 26 -0.26 0 08 39 14 47 16 4 3 ------ D -0 26 -0.26 -0 08 0 00 8 03 5 3 ------ D -0 26 -0.26 -0 08 8 03 27 09 6 3 ------ D -0.26 -0 26 -0 08 27 09 47 16 7 2 WINDLl D -0 11 -0 11 0 00 47 00 47 16 8 2 WINDL2 D -0.11 -0 11 0 00 47 00 47 16 9 3 WINDRl D -0 11 -0 11 0 00 0 00 0 16 10 3 WINDR2 D -0 11 -0 11 0 00 0 00 0 16 ROOFDES -------- Page 8 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By , ' $~:;~~:~~x": ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- BASIC Dead Load 2 0 LOADS Collat Load 5.0 Live Load 20 0 Snow Load 25 0 Basic Wind 19 0 Wind Load Ratio Surface - - Deflect Factor Friction o 70 1 30 0 00 ----Edge_Strip---- Width Purl in Panel 3 98 0 17 1 00 --Seis Coeff- Frame Brace 0.310 0 310 % Snow o 00 WIND PRESSURE/SUCTION Wind Press 7 2 o 0 10 0 7 6 11 6 34 3 Wind Suct Roof Wind Suct -20 6 -31 8 -22 5 -5 5 -8 2 -21 0 15 2 Purlins Gable Extensions Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet -13 1 PURLIN DESIGN LOADS Surf No Load Live/ Wind Wind Aux Load Id Loads Id Dead Collat Snow Press Suct Id Coef 2 3 1 1 00 1 00 1 00 o 00 o 00 0 0.00 2 1 00 1 00 0 00 1 00 o 00 0 0.00 3 1 00 o 00 0 00 o 00 1 00 0 0.00 3 3 1 LOO 1 00 1 00 o 00 o 00 0 0.00 2 1 00 1 00 0 00 1 00 o 00 0 0.00 3 1 00 o 00 0 00 o 00 LOa 0 0.00 BRACING DESIGN LOADS Surf No Load Live/ Wind Wind Seis Aux Load Id Loads Id Dead Collat Snow Press Suct Load Id Coef 2 4 1 1 00 o 00 0 00 LOO LOO o 00 0 o 00 2 1 00 o 00 0 50 1 00 LOa 0.00 0 o 00 3 1 00 LOO 1 00 o 50 o 50 o 00 0 o 00 4 1 00 1 00 0 00 o 00 o 00 1 00 0 o 00 3 4 1 1 00 o 00 0 00 1 00 1 00 o 00 0 o 00 2 1 00 o 00 0 50 1 00 1 00 o 00 0 o 00 3 1 00 1 00 1 00 o 50 o 50 o 00 0 o 00 4 1 00 1 00 0 00 o 00 o 00 1 00 0 o 00 RIGID FRAME #1 Project Browns Car Care Location Page 9 Of 70 Job No 05-6322 Date 4/6/2005 b. >. ::: ;"'.<~~y.~;;( > ~ ~: '''''' '} x :"",V'''1;.''\' ,'. ., '~"'''.~.'~ Customer Brown's Car Care Size 94 x 39 8 x 24 Designed IN Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9'44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- --------------- BASIC LOADS Basic Defl Dead Live Snow Collateral Wind Ratio 2 0 20 0 25 0 5 0 19.1 0 75 BASIC LOADS AT EAVE ----Seismic----- Weak Axis L Weak Axis R --Torsion-- -EW Brace-- - Load SpcEP Coef Wind Seis Wind Seis Wind Seis Wind Seis 3 37 10 10 1 21 0 00 0.00 0 00 0.00 0 00 0 00 0.00 0 00 WIND COEFFICIENTS Surf --Wind 1--- --Wind 2--- Long_Wind Surface - - Id Left Right Left Right 1 2 Friction 1 0 22 -0 47 0.58 -0 11 -0 70 -0.70 0 00 2 -0 87 -0 55 -0.51 -0 19 -0 70 -0 70 0.00 3 -0 55 -0 87 -0 19 -0 51 -0 70 -0 70 0 00 4 -0 47 0 22 -0 11 0 58 -0 70 -0 70 0 00 DESIGN LOADS Load Live/ Live -Wind 1-- -Wind 2-- Long_Wind -Seismic-- Aux Load No Id Dead Call Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coef 23 1 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00 2 1 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0.00 0 00 0 00 0.00 0 0 00 3 1 00 0 00 0 00 0 00 0 00 1. 00 0 00 0 00 0 00 0 00 0 00 0.00 0 0.00 4 1 00 1 00 1 00 0.00 0 50 0.00 0.00 0 00 0 00 0 00 0 00 0 00 0 0 00 5 1 00 1 00 1 00 0 00 0.00 0.50 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00 6 1 00 0 00 0 50 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00 7 1 00 0 00 0 50 0 00 0 00 1 00 0 00 0 00 0 00 0.00 0 00 0 00 0 0 00 8 1 00 0 00 0 00 0 00 0 00 0 00 1 00 0.00 0 00 0 00 0 00 0 00 0 0 00 9 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1. 00 0 00 0.00 0 00 0 00 0 0 00 10 1 00 1 00 1 00 0 00 0 00 0 00 0 50 0.00 0 00 0 00 0 00 0 00 0 0 00 11 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0.50 0 00 0.00 0 00 0 00 0 0 00 12 1 00 0 00 0 50 0 00 0 00 0.00 1 00 0 00 0 00 0 00 0 00 0 00 0 0 00 13 1 00 0 00 0 50 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 0 00 14 1 15 1 15 0 00 0.00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 34 0 0 00 15 1 15 1 15 0 00 0 00 0 000 00 0 00 0.00 0 00 0 00 0 00 -1 34 0 0 00 16 0 86 0 86 0 00 0 00 0 00 0 00 0 00 0.00 0 00 0 00 0 00 1 34 0 0 00 17 0 86 0 86 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 34 0 0 00 18 1 00 0 00 0 00 0 00 0.00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 0 00 19 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 0 00 20 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 50 0 00 0 00 0 00 0 0 00 Page 10 Of 70 a Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed ~ IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Loads For Each Building Component 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 21 1 00 1 00 1 00 0 00 0.00 0.00 0 00 0 00 0 00 0 50 0 00 0.00 0 0.00 22 1 00 0 00 0 50 0 00 0.00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 0 00 23 1 00 0 00 0 50 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0.00 0 00 0 0 00 ADDITIONAL LOADS No Add Surf Basic Load Fx Fy Mom Dx Dy Cone Add Id Id Type Type W1 W2 Co Dll D12 Dist 4 1 2 WINDL1 D -0 16 -0 16 0 000 47 00 47 16 2 2 WINDL2 D -0 16 -0 16 0.000 47 00 47 16 3 3 WINDR1 D -0 16 -0 16 0.000 0.00 0 16 4 3 WINDR2 D -0.16 -0.16 0 000 0 00 0.16 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Reactions, Anchor Bolts, & Base Plates 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- -----Foundation_Loads(k )----- --------- ---~------------- Frame Col Max Pos Val Max_Neg_Val Anc Bolt Base Plate - - Line Line Id Horz Vert Id Harz Vert No Diam Width Len Thick ------ 7 A 5 2.2 -1 5 6 -1 9 -1 5 4 0 750 7 00 8 50 0.375 1 0 0 3 3 7 B 5 4.3 -3 9 6 -3 9 -3 9 4 0 750 7 00 12.50 0 375 1 0 0 8 0 7 C 5 4 2 -2 7 6 -3.8 -2 8 4 0 750 7 00 12.50 0.375 8 0 0 6 8 9 0 0 -3.5 7 D 7 4 2 -2 7 6 -3.8 -2.8 4 0.750 7 00 12 50 0 375 1 0 0 6 2 7 E 7 4 3 -3 9 6 -3 9 -3 9 4 0 750 7 00 12 50 0 375 1 0 0 8 0 7 4 3 -3 9 7 F 7 2 2 -1 5 6 -1 9 -1. 5 4 0 750 7 00 8 50 0 375 1 0 0 3 3 ------ -- 6 F 1 21 5 32 8 2 -9 1 -10.5 4 0 875 7 00 13 50 0 500 3 -1 9 -17 2 6 A 4 9 2 -10 5 1 -21 5 32 8 4 0 875 7 00 13 50 0 500 1 -21 5 32 8 3 1 9 -17.2 ------ " Page 11 Of 70 :::V Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN >:') Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Reactions, Anchor Bolts, & Base Plates 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Load Id Load Combination 1 DL+CL+LL 2 DL+WLl 3 DL+LnWndR 4 DL+WRl 5 DL+WL1+WS 6 DL+WP+LnWndL 7 DL+WR1+WS 8 DL+CL+Seis L 9 DL+CL+Seis R BRACING/PANEL SHEAR REACTIONS ---Wall-- Lac Line Col Line ------Reactions(k )------- ----Wind---- --Seismic--- Horz Vert Harz Vert Panel Shear (lb/ft) L EW 5 No Bracing Used o F SW A 6 ,7 8.64 9 65 7 04 7 86 R EW 7 B C 1 68 1 68 2 20 2 20 3 87 3 87 5 07 5 07 B SW F 7 ,6 8 64 9 65 7 04 7 86 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Additional Reactions Report 4/06/05 9:44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Rigid Frame Column Reactions 0 Page 12 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By =============================================================================== 05-6322 Additional Reactions Report 4/06/05 9 44am =============================================================================== Frame Col ---Dead--- Collateral ---Live-'-- --Live R-- -Wind L1-- - Line Line Harz Vert Horz Vert Harz Vert Horz Vert Horz Vert ------ 6 F 2 5 4 6 3 2 4 7 15 9 23 5 7 9 5 8 -11 6 -15 1 6 A -2 5 4 6 -3 2 4 7 -15 9 23 5 -7.9 17 7 4 0 -10 3 Frame Col -Wind R1-- -Wind L2-- -Wind R2-- Seismic L- Seismic R- - - - - Line Line Horz Vert Harz Vert Harz Vert Horz Vert Horz Vert ------ 6 F -4 0 -10 3 -9 4 -8 7 -1.8 -3.9 -3 4 -1 6 3 4 1 6 6 A 11 6 -15 1 1 8 -3 9 9 4 -8 7 -3 4 1 6 3 4 -1 6 Frame Col -LnWind 1- -LnWind 2- Ln Seismic - - - Line Line Horz Vert Horz Vert Harz Vert ------ 6 F -4 3 -21 8 -4 3 -21 8 0 0 -9 3 6 A 4 3 -21 8 4 3 -21 8 0 0 -9 3 Endwall Column Reactions ------------------------- -Out Of Plane- - Frame Col Dead Collat Live -Brc Wind L- -Brc Wind R- Wind P Wind S - - Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz ------ ------ 7 A 0 5 0 5 2 3 0 0 -2 0 0 0 -1 2 -1 9 2.2 7 B 1 0 1.2 5 8 2 2 -7 8 0 0 0 0 -3 9 4 3 7 C 0 9 0.9 4 4 0 0 -0 7 2 2 -5 1 -3 8 4 2 7 D 0 9 0 9 4 4 0 0 -2.2 0.0 -3 6 -3.8 4 2 7 E 1 0 1 2 5 8 0 0 -2 9 0 0 -5 0 -3 9 4 3 7 F 0 5 0 5 2 3 0 0 -1 2 0 0 -2 0 -1 9 2 2 ---------------------------------------------------------------------------- Endwall Column Reactions Page 13 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Additional Reactions Report: 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ------------------------- Frame Col -Rat Wind L- -Rat Wind R- --Seismic L- --Seismic R- WindLn - - - - - - Line Line Horz Vert Horz Vert .Horz Vert Horz Vert Vert ------ ------ 7 A 0 0 -2 0 0.0 -1 2 0 0 0 0 0 0 0 0 -2 0 7 B 0 0 -4 9 0 0 -2 9 0.0 -5 0 0 0 5 4 -5 0 7 C 0 0 -3 6 0 0 -2 2 0.0 5.0 0 0 -5 3 -3 7 7 D 0 0 -2 2 0 0 -3 6 0 0 0 1 0 0 -0 1 -3 7 7 E 0 0 -2 9 0 0 -5 0 0 0 -0 1 0 0 0 1 -5 0 7 F 0 0 -1 2 0 0 -2 0 0.0 0 0 0 0 0.0 -2 0 Frame Col --Aux 1--- --Aux 2--- --Aux 3--- --Aux 4--- --Aux 5--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 7 A 0 0 1 2 0 0 -0 1 0 0 0 0 0 0 0 0 0 0 0 0 7 B 0 0 1 7 0 0 1.3 0 0 -0 1 0 0 0 1 0 0 0 0 7 C 0 0 -0 3 0 0 1 5 0 0 1 2 0 0 -0.3 0 0 0 1 7 D 0 0 0 1 0 0 -0 3 0 0 1 2 0 0 1.5 0 0 -0 3 7 E 0 0 0 0 0 0 0 1 0.0 -0 1 0 0 1 3 0 0 1 7 7 F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 1 0 0 1 2 ---------------------------------------------------------------------------- Frame Col --Aux 6--- --Aux 7--- --Aux 8--- --Aux 9--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 7 A 0 0 1 1 0 0 -0 1 0 0 0.0 0.0 0 0 7 B 0 0 3 0 0 0 1.2 0 0 -0 1 0 0 0 0 7 C 0 0 1 2 0.0 2 7 0 0 0 9 0 0 -0.2 7 D 0 0 -0 2 0 0 0 9 0 0 2 7 0 0 1 2 7 E 0 0 0 0 0 0 -0 1 0 0 1 2 0 0 3 0 7 F 0 0 0 0 0 0 0 0 0 0 -0 1 0 0 1 1 ---------------------------------------------------------------------------- 05-6322 Seismic Design Report 4/06/05 9 44am Page 14 Of 70 Customer Brown's Car Care Job No 05-6322 Proj.ect Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Seismic Design Report 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Building Data Code Length Width Left Right Eave Height Eave Height =IBC 03 39 83 94 00 24 00 24 00 Seismic Formula Shear Force, E = Omega*Rho*O 667*Ie*Fa*Ss*W/(R*1 4) Note The value of E is included as E/1 4 Zone/Design Category= Fa*Ss Ie Rho D 1 210 1 000 2-20/(RMax*SQRT(Width*Length)) Seismic Dead Load, W -------------------- Snow Factor 0 000 Roof Dead+Collat 7 00 (psf Frame Dead 2 00 (psf Roof Total 9.00 (psf Weight= 33 70 (k L EW Dead 2 00 (psf Weight= 2 44 (k R EW Dead 2 00 (psf Weight= 2 44 (k F SW Dead 2 00 (psf Weight= 0 96 (k B SW Dead 2 00 (psf Weight= 0 96 (k ------- Total = 40 49 (k Seismic Forces Roof Bracing R W Force, E 5 0 Rho 38 58 (k ) 11 97 (k ) 1 35, RMax o 50, Omega= 2 00 Sidewall Bracing Page 15 Of 70 Customer I Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 :X Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Seismic Design Report 4/06/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Front R 5 0 Rho = 1 35, RMax = 0 50, Omega= 2.00 W 22 69 (k ) Force, E 7 04 (k ) Back R 5 0 Rho 1.35,' RMax 0 50, Omega= 2.00 W 22.69 (k ) Force, E 7 04 (k ) Endwall Bracing Right R 5 0 Rho 1 48, RMax 0.63, Omega= 2.00 W 11 37 (k ) Force, E 3.87 (k ) Rigid Frames R 3 5 Rho 1 48, RMax 0 63, Omega= 1 00 Frame 1 W 27 72 (k ) Force, E 6 74 (k ) End Plates Frame Omega= 3 00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Page 16 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN <,,,);'>,~<~~v: Size 94 x 39.8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Roof Design Code 4/6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel WS AISC89 AISI89 BUILDING CODE Wind Code Year Seismic Zone IBC 03 D MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel 29000 (ksi 29000 (ksi ============================================================================== 05-6322 Purlin Design Report 4/ 6/05 9 44am -------------------------~---------------------------------------------------- ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 3 98) PURLIN LAYOUT Bay Span Purlin Span ---Lap (ft)-- No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 8Z16 0 33 5 08 1 0 1 0 1 0 1 2 8Z16 19 50 2 00 5 08 1 1 65 8 65 8 2 3 8Z16 19 00 2 00 5 08 1 1 64.3 64 3 4 8Z16 1 00 5 08 1 0 3 1 3 1 ------ Page 17 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Total (lb)= 134 1 Purlin DL= 0 66 (psf LOAD COMBINATION # 1 DL+CL+LL PURLIN ANALYSIS --------Shear(k )-------- --------------Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 05 0 00 0 00 0 00 0 01 2 1 19 -1 64 -1 96 0 01 -4 40 7 38 3.88 7 47 3 1 92 1 60 -1 15 7 47 3 94 -3 99 11 91 0 08 4 0 16 0 00 0 08 0 00 1 00 0 00 STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Lac Calc Allow UC Lac UC Calc Allow ------ ------ ------ 1 RS -0 05 2 36 0 02 RS 0 01 5 16 0 00 LS 0 00 0 04 2 RL -1 64 2.36 0 69 MS -4 40 5 16 0 85 RL 1 04 -0 66 L56 3 LL 1 60 2 36 0 68 MS -3 99 5 16 0 77 LL 1 04 -0.54 1 52 4 LS 0 16 2 36 0 07 LS 0.08 5 16 0 02 LS 0 00 0 12 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_Shear(k Id Left Right Shear Ratio Left Right 2 3 o 93 o 44 o 93 o 44 Customer Brown's Car Care Job No Page 18 Of 70 05-6322 4/6/2005 IN Size 94 x 39 8 x 24 Date Designed Checked By Project Browns Car Care Location ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LOAD COMBINATION # 2 DL+CL+WP -------------------------------------------------- PURLIN ANALYSIS --------Shear(k )-------- -----~--------Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan 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 53 -0.73 -0 87 0 00 -1 96 7 38 1 73 3 33 3 0 86 0 71 -0 51 3.33 1. 76 -1 78 11 91 0 04 4 0 07 0 00 0 04 0 00 1 00 0 00 STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow DC Loc Calc Allow DC Loc DC Calc Allow ------ ------ ------ 1 RS -0 02 3 15 0 01 RS 0 00 6.88 0.00 LS 0 00 0 01 2 RL -0 73 3 15 0.23 MS -1 96 6.88 0 28 RL 0 12 -0 13 1. 95 3 LL 0 71 3 15 0 23 MS -1 78 6 88 0.26 LL 0 12 -0 11 1 90 4 LS 0 07 3 15 0 02 LS 0 04 6 88 0 01 LS 0 00 0 02 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_Shear(k Id Left Right Shear Ratio Left Right 2 3 o 42 o 15 o 42 o 15 LOAD COMBINATION # 3 DL+WS Page 19 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin ~esign Report 41 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PURLIN ANALYSIS --------Shear(k )-------- --------------Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 0 03 0 00 0 00 0 00 -0 01 2 -0 70 0 96 1 15 -0.01 2 57 7 38 -2 27 -4 37 3 -1 13 -0 94 0 67 -4 37 -2 31 2 33 11 91 -0 "05 4 -0.09 0 00 -0 05 0 ao 1 00 0 00 STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow DC Loc DC Calc Allow ------ ------ ------ 1 RS 0 03 3 15 0 01 RS -0 01 6 88 0.00 LS 0 00 -0 03 2 RL 0 96 3 15 0 30 MS 2 57 4 82 0.53 RL 0.20 0 39 1 95 3 LL -0 94 3 15 0 30 MS 2 33 4 90 0 48 LL 0.20 0 32 1 90 4 LS -0 09 3 15 0.03 LS -0 05 6 88 0 01 LS 0.00 -0 07 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_Shear(k Id Left Right Shear Ratio Left Right 2 3 o 55 o 19 o 55 o 19 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Page 20 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT Bay Span Purlin Span ---Lap(ft)-- No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 8Z16 0 33 5 08 8 0 1 0 8 2 1 2 8Z16 19 50 2 00 5 08 8 1 65 8 526 3 2 3 8Z16 19 00 2 00 5 08 8 1 64.3 514 1 4 8Z16 1 00 5 08 8 0 3 1 24 5 ------ Total (lb)= 1073 0 Purlin DL= ) 0 66 (psf LOAD COMBINATION # 1 DL+CL+LL PURLIN ANALYSIS Span Id --------Shear(k )-------- Left Left Right Right Sup Lap Lap Sup --------------Moment(f-k )-------------- Left Left MidSpan ~ight Right Sup Lap Mom Lac Lap Sup 1 2 3 4 o 00 1 19 1 92 o 16 -1 64 -0 05 -1 96 -1 15 o 00 o 00 o 01 7 47 o 08 0.00 -4 40 3 94 -3 99 o 00 o 00 7 38 11 91 1 00 3.88 o 01 7 47 o 08 o 00 1 60 STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Page 21 Of 70 Customer I Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Lac Calc Allow UC Lac Calc Allow UC Lac UC Calc Allow ------ ------ ------ 1 RS -0 05 2 36 0 02 RS 0 01 5 16 0.00 LS 0 00 0 04 2 RL -1 64 2.36 0 69 MS -4 40 5 16 0 85 RL 1 04 -0 66 1 56 3 LL 1 60 2 36 0 68 MS -3.99 5 16 o 77 LL 1 04 -0 54 1. 52 4 LS 0 16 2 36 0 07 LS 0.08 5 16 0 02 LS 0 00 0 12 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8 ) Span Lap_Shear(k Shear Ratio Id Left Right Left Right 2 0 93 o 44 3 0 93 o 44 LOAD COMBINATION # 2 DL+CL+WP PURLIN ANALYSIS Span Id --------Shear(k )-------- Left Left Right Right Sup Lap Lap Sup ----~---------Moment(f-k )-------------- Left Left MidSpan Right Right Sup Lap Mom Lac Lap Sup 1 2 3 4 o 00 o 53 0.86 o 07 -0.02 -0 73 -0 87 o 71 -0 51 o 00 o 00 o 00 3 33 o 04 o 00 -1 96 1 76 -1 78 0.00 o 00 7.38 11 91 1 00 1. 73 0.00 3 33 o 04 o 00 STRENGTH/DEFLECTION Span Id ~-----Shear(k )------ Lac Calc Allow UC -----Moment(f-k )---- Lac Calc Allow UC Mom+Shr Lac UC Deflection (in) Calc Allow 1 RS -0 02 3 15 D 01 RS o 00 6 88 0 00 LS 0 00 o 01 Page 22 Of 70 :;\ Customer I Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Desi.gned IN Si.ze 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 RL -0 73 3 15 0 23 MS -1 96 6 88 0 28 RL 0 12 -0 13 1 95 3 LL o 71 3 15 0 23 MS -1 78 6 88 0 26 LL 0 12 -0 11 1 90 4 LS 0.07 3 15 0 02 LS 0 04 6 88 0 01 LS 0 00 0 02 LAP BOLT SHEAR/BEARING. Bolt = 0 500 (Gr8 8) Span Lap Shear(k Shear Ratio Id Left Right Left Right 2 o 42 o 15 3 o 42 o 15 LOAD COMBINATION # 3 DL+WS PURLIN ANALYSIS --------Shear(k )-------- --------------Mornent(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Morn Loc Lap Sup 1 0 00 0 03 0 00 0 00 0.00 -0 01 2 -0 70 0 96 1 15 -0 01 2 57 7 38 -2 27 -4 37 3 -1 13 -0 94 0 67 -4 37 -2 31 2 33 11 91 -0 05 4 -0 09 0.00 -0 05 0 00 1 00 0 00 STRENGTH/DEFLECTION Span ------Shear(k ) ------ -----Mornent(f-k )---- Morn+Shr Deflection (in) Id Loc Calc Allow DC Lac Calc Allow DC Lac DC Calc Allow ------ ------ ------ 1 RS 0 03 3 15 0 01 RS -0 01 6 88 0 00 LS 0 00 -0 03 2 RL 0 96 3 15 0 30 MS 2 57 4 82 0 53 RL 0 20 0 39 1 95 3 LL -0 94 3 15 0 30 MS 2.33 4 90 0 48 LL 0 20 0 32 1 90 4 LS -0 09 3 15 0 03 LS -0 05 6 88 0 01 LS 0 00 -0 07 Page 23 Of 70 CUstomer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 41 6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_Shear(k) Shear Ratio Id Left Right Left Right 2 3 o 55 o 19 o 55 o 19 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT Bay Span Purlin Span ---Lap(ft)-- No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 8Z16 0 33 5.08 8 0 1 0 8 2 1 2 8Z16 19 50 2 00 5 08 8 1 65 8 526 3 2 3 8Z16 19 00 2 00 5 08 8 1 64 3 514 1 4 8Z16 1 00 5 08 8 0 3 1 24 5 ------ Total(lb)= 1073 0 Purl in DL= 0 66 (psf LOAD COMBINATION # 1 DL+CL+LL Customer Brown's Car Care Job No Page 24 Of 70 05-6322 4/6/2005 III I~ Project Browns Car Care Location Date :~1:<<<<;:0 ! Size 94 x 39 8 x 24 Designed By! IN Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PURLIN ANALYSIS --------Shear(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0 00 -0 05 2 1 19 -1 64 -1 96 3 1 92 1 60 -1 15 4 0 16 0.00 --------------Moment(f-k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0 00 0 00 0 00 0.01 0 01 -4 40 7 38 3.88 7 47 7 47 3 94 -3 99 11 91 0 08 0 08 0.00 1 00 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 05 2 36 0 02 RS 0.01 5 16 0.00 LS 0 00 0.04 2 RL -1 64 2 36 0 69 MS -4 40 5 16 0.85 RL 1 04 -0 66 1 56 3 LL 1 60 2.36 0 68 MS -3 99 5.16 0 77 LL 1 04 -0.54 1 52 4 LS 0 16 2 36 0 07 LS 0 08 5 16 0 02 LS 0 00 0.12 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_ Shear(k ) Shear Ratio - Id Left Right Left Right ---- ---- ----- ---- ----- 2 0 93 0 44 3 0 93 0 44 LOAD COMBINATION # 2 DL+CL+WP PURLIN ANALYSIS Page 25 Of 70 Customer Brown's Car Care Job No 05":6322 Project Browns Car Care Date 4/6/2005 Location Designed ~ IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ --------Shear(k )-------- -------------~Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup 1 0 00 -0.02 0 00 0 00 0 00 0 00 2 0 53 -0 73 -0 87 0 00 -1 96 7.38 1. 73 3 33 3 0 86 0 71 -0 51 3.33 1 76 -1 78 11 91 0 04 4 0 07 0 00 0 04 0.00 1 00 0 00 STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Lac Calc Allow DC Lac Calc Allow DC Lac DC Calc Allow ------ ------ ,------ 1 RS -0 02 3 15 0 01 RS 0 00 6 88 0 00 LS 0 00 0 01 2 RL -0 73 3 15 0.23 MS -1 96 6 88 0.28 RL 0 12 -0 13 1 95 3 LL 0 71 3 15 0 23 MS -1 78 6 88 0.26 LL 0 12 -0.11 1 90 4 LS 0 07 3 15 0 02 LS 0 04 6 88 0 01 LS 0 00 0.02 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap Shear(k Id Left Right Shear Ratio Left Right 2 3 o 42 o 15 o 42 o 15 LOAD COMBINATION # 3 DL+WS PDRLIN ANALYSIS Span --------Shear(k )-------- Left Left Right Right --------------Moment(f-k )-------------- Left Left MidSpan Right Right Page 26 Of 70 Customer Brown's Car Care I Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN &0 '%)~ Checked By Size 94 x 39 8 x 24 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 0 03 0 00 0 00 0 00 -0 01 2 -0 70 0 96 1 15 -0 01 2 57 7 38 -2 27 -4 37 3 -1 13 -0 94 0 67 -4.37 -2 31 2 33 11 91 -0 05 4 -0 09 0 00 -0 05 0 00 1 00 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 3 15 0 01 RS -0 01 6 88 0 00 LS 0 00 -0 03 2 RL 0 96 3 15 0 30 MS 2.57 4.82 0 53 RL 0 20 0.39 1 95 3 LL -0 94 3 15 0 30 MS 2 33 4 90 0 48 LL 0.20 0.32 1 90 4 LS -0 09 3 15 0 03 LS -0 05 6 88 0 01 LS 0 00 -0 07 LAP BOLT SHEAR/BEARING' Bolt = 0 500 (Gr8 8) Span Lap_Shear(k Id Left Right Shear Ratio Left Right 2 3 o 55 o 19 o 55 o 19 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/6/05 944am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 3 98) Page 27 Of 70 " Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By 05-6322 Purl in Design Report 4/ 6/05 9 44am PURLIN LAYOUT Bay Span Purlin Span ---Lap (ft)-- No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 8Z16 0 33 5 08 1 0 1 0 1 0 1 2 8Z16 19 50 2 00 5 08 1 1 65 8 65.8 2 3 8Z16 19 00 2.00 5 08 1 1 64.3 64 3 4 8Z16 1 00 5 08 1 0 3 1 3 1 ------ Total(lb)= 134 1 Purl in DL= 0.66 (psf LOAD COMBINATION # 1 DL+CL+LL PURLIN ANALYSIS Span Id --------Shear(k )-------- Left Left Right Right Sup Lap Lap Sup --------------Moment(f-k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 1 2 3 4 o 00 1 19 1 92 o 16 -0 05 -1 64 -1 96 1 60 -1 15 o 00 0.00 0.01 7 47 o 08 0.00 -4 40 3 94 -3 99 o 00 o 00 7.38 11 91 1 00 3.88 o 01 7.47 0.08 o 00 ) STRENGTH/DEFLECTION Span ------Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Lac Calc Allow UC Loc UC Calc Allow ------ ------ ------ 1 RS -0 05 2 36 0 02 RS 0 01 5 16 0 00 LS 0 00 0 04 2 RL -1 64 2 36 0 69 MS -4 40 5 16 0 85 RL 1 04 -0 66 1. 56 3 LL 1 60 2 36 0 68 MS -3.99 5 16 0 77 LL 1 04 -0 54 1 52 4 LS 0 16, 2 36 0 07 LS 0 08 5 16 0 02 LS 0 00 0 12 Page 28 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LAPoBOLT SHEAR/BEARING' Bolt = 0 500 (Gr8 8) Span Lap Shear(k Id Left Right Shear Ratio Left Right 2 3 o 93 o 44 o 93 o 44 LOAD COMBINATION # 2 DL+CL+WP PURLIN ANALYSIS --------Shear(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup 1 0 00 -0.02 2 0 53 -0 73 -0.87 3 0 86 0 71 -0.51 4 0 07 0 00 --------------Moment(f-k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 3.33 o 04 o 00 -1 96 1.76 -1.78 o 00 0.00 7 38 11 91 1. 00 1. 73 o 00 3 33 o 04 o 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 02 3 15 0 01 RS 0 00 6 88 0 00 LS 0 00 0 01 2 RL -0 73 3 15 0 23 MS -1 96 6 88 0 28 RL 0 12 -0 13 1 95 3 LL 0 71 3 15 0 23 MS -1 78 6 88 0 26 LL 0 12 -0 11 1 90 4 LS 0 07 3 15 0 02 LS 0 04 6 88 0 01 LS 0 00 0 02 LAP BOLT SHEAR/BEARING Page 29 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Si.ze 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purl in Design Report 4/ 6/05 9 44am ============================================================================== Bolt = 0.500 (Gr8 8 ) Span Lap_Shear(k Shear Ratio Id Left Right Left Right 2 0 42 0 15 3 o 42 0 15 LOAD COMBINATION # 3 DL+WS PURLIN ANALYSIS --------Shear(k )-------- --------------Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 0 03 0 00 0 00 0 00 -0 01 2 -0 70 0 96 1 15 -0.01 2 57 7.38 -2 27 -4.37 3 -1 13 -0 94 0.67 -4.37 -2 31 2 33 11. 91 -0.05 4 -0 09 0.00 -0 05 0 00 1. 00 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 3 15 0 01 RS -0 01 6 88 0 00 LS 0.00 -0 03 2 RL 0 96 3 15 0 30 MS 2 57 4 82 0.53 RL 0.20 0 39 1 95 3 LL -0 94 3 15 0 30 MS 2 33 4 90 0 48 LL 0.20 0 32 1 90 4 LS .,..0 09 3 15 0 03 LS -0 05 6 88 0 01 LS 0 00 -0 07 LAP BOLT SHEAR/BEARING Bolt = 0 500 (Gr8 8) Span Lap_Shear(k Shear Ratio Page 30 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Purlin Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Left Right Left Right 2 3 o 55 o 19 o 55 o 19 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Roof Panel Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA Part Type Gage Yield -------- PBR PR 24 00 50 00 MOMENTS & DEFLECTIONS ----------Moment(ft-lb/ft)---------- Surf Purlin Load Support Midspan ---Deflect (in)--- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio ------ 2 5 163 D+L 76 5 172 5 0 44 -55 1 161 8 0 34 -0 08 0 344 0 22 D+WP 42 8 230 0 0.19 -30.8 215 7 0 14 -0 04 0.516 0 08 D+WS -77.8 215 7 0 36 56.0 230 0 0.24 0 09 0 516 0 17 3 5 163 D+L 76 5 172 5 0 44 -55 1 161 8 0.34 -0 08 0 344 0 22 D+WP 42 8 230 0 0 19 -30 8 215 7 0 14 -0 04 0 516 0.08 D+WS -77 7 215 7 0 36 56.0 230 0 o 24 0 09 0 516 0 17 05-6322 Roof Diagonal Bracing Report 41 6/05 9 44am PANEL SHEAR Allow 0 0 Calc Page 31 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Designed IN Size 94 x 39 8 x 24 Checked By 05-6322 Roof Diagonal Bracing Report 4/ 6/05 9 44am Wind =160 5 Seismic =133 7 DIAGONAL BRACING 2 o 00 20 00 39 00 55 00 74.00 20 00 39 00 55 00 74 00 94 00 Brace_Tension(k ) ------Diag_Brace----- ----Wind---- ---Seismic-- Max Type Size Part Calc Allow Calc Allow DC ------ -------- C 0.500 1/2 Cab 9 06 13.45 7 55 13 45 0 67 C 0.313 5/16 Cab 4 31 5 60 3 51 5 60 0 77 C 0 250 1/4 Cab 0 00 3 33 0 00 3.33 0 00 C 0 313 5/16 Cab 4 31 5.60 3 51 5.60 0 77 C 0 500 1/2 Cab 9 06 13 45 7 55 13 45 0 67 Bay Brace Loc Id Start End 05-6322 Sidewall Diagonal Bracing Report 4/ 6/05 9 44am PANEL SHEAR Wall Wind Id Calc Seismic Calc Allow 2 4 216 9 216 9 176 7 176 7 100 0 100 0 DIAGONAL BRACING Brace Tension(k ) - Wall Bay Level ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Id Height Type Size Part Calc Allow Calc Allow DC ------ ------ -------- 2 2 12 00 C 0 500 1/2 Cab 9 97 13 45 8 12 13 45 0 74 24 00 C 0.500 1/2 Cab 9 83 13 45 8 01 13 45 0 73 4 1 12 00 C 0 500 1/2 Cab 9 97 13 45 8.12 13 45 0.74 24 00 C 0 500 1/2 Cab 9 83 13 45 8 01 13 45 0 73 BASE REACTIONS Wall Bay Col Wind Max Seismic Max Page 32 Of 70 :>> Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Locat.ion Des.igned IN S.ize 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Sidewall Diagonal Bracing Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Id Id Horz Vert (+/-) Horz Vert (+/-'-) --------- --------- 2 2 2 -8 64 9 65 -7 04 7 86 2 2 3 8 64 9 65 7 04 7.86 4 1 1 -8 64 9 65 -7 04 7 86 4 1 2 8 64 9 65 7 04 7.86 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Braced Purl in Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Surf Span Brace Purl in Load ----Axial(k )---- --Moment (f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow DC Calc Allow DC DC -------- ------- 2 2 20 0 8Z16 1 1 90 15 63 0 12 1. 54 4.82 0 32 o 41 2 1 90 15 63 0 12 -0.18 6 88 0 03 0 15 3 0 95 15 63 0 06 -3 49 6.88 0 51 0 51 4 1 39 15 63 0 09 -0 96 6 88 0 14 0.21 2 3 20.0 8Z16 1 5 02 15 79 0.32 1 39 4.90 0.28 0 60 2 5 02 15 79 0.32 -0 16 6 88 0.02 o 34 3 2 51 15.79 0.16 -3 17 6.88 0 46 0 58 4 5 02 15.79 o 32 -0.87 6 88 o 13 o 44 2 2 39.0 8Z16 1 1 81 15 63 0 12 1. 54 4 82 0.32 o 40 2 1 81 15.63 0 12 -0 18 6.88 0 03 0 14 3 0 90 15 63 0.06 -3 49 6 88 0.51 o 50 4 1 26 15 63 0.08 -0 96 6.88 0.14 o 20 2 3 39 0 8Z16 1 1 81 15 79 0 11 1.39 4.90 0.28 o 37 2 1 81 15 79 0.11 -0.16 6.88 0.02 0 14 3 0 90 15.79 0 06 -3 17 6 88 o 46 o 46 4 2 24 15 79 0 14 -0 87 6 88 0 13 o 26 Surf Span Brace Purl in Load ----Axial(k ) ---- --Moment (f-k )-- Axl+Mom Id Id Loc Size Id Calc Allow DC Calc Allow DC UC -------- ------- 3 2 55 0 8Z16 1 1 81 15 63 0 12 1 54 4 82 0 32 0 40 2 1 81 15 63 0 12 -0 18 6 88 0 03 0 14 3 0 90 15 63 0 06 -3 49 6 88 0 51 0 50 4 1 26 15 63 0 08 -0.96 6 88 0 14 0 20 3 3 55 0 8Z16 1 1 81 15 79 0 11 1 39 4 90 0 28 0 37 2 1 81 15 79 0 11 -0 16 6 88 0 02 0 14 Page 33 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN .~~?;~;).' Checked By Size 94 x 39 8 x 24 ============================================================================== 05-6322 Braced Purlin Report 4/ _6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 2 74 0 8Z16 3 0 90 15 79 o 06 -3 17 6 88 o 46 0 46 4 2 24 15 79 0.14 -0.87 6 88 0.13 0 26 1 1 90 15 63 o 12 1 54 4 82 o 32 0 41 2 1 90 15 63 o 12 -0 18 6 88 o 03 0 15 3 0 95 15 63 o 06 -3 49 6 88 0.51 o 51 4 1 39 15 63 0.09 -0 96 6 88 o 14 0.21 1 5 02 15 79 0.32 1 39 4 90 o 28 o 60 2 5 02 15 79 0.32 -0 16 6 88 o 02 o 34 3 2 51 15 79 o 16 -3 17 6 88 o 46 o 58 4 5 02 15 79 o 32 -0 87 6 88 o 13 o 44 3 3 74 0 8Z16 ============================================================================== 05-6322 Eave Strut Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Bay Eave Bay Axial Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio -------- ------ ------ 2 1 8Z16 19 83 1 32 0 85 18 69 0 07 2 2 8Z16 20 00 3.85 3 44 18 69 0 21 - Added Purl in Strut 2 2 8Z16 20 00 3 85 3 44 15 85 0.24 4 2 8Z16 19 83 1 32 0 85 18 69 0 07 4 1 8Z16 20 00 3.85 2 06 18 69 0 21 - Added Purlin Strut 4 1 8Z16 20.00 3 85 2 06 15 85 0 24 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Strut Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Bay Bay Strut Strut Axial Calc Axial Axial Page 34 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 B x 24 Checked By 05-6322 Wall Strut Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Id Width Locate Size Wind Seis Allow Ratio 2 2 20 00 12 00 S212 S 64 7 04 10 95 0 79 4 , 1 20 00 12 00 S212 S 64 7 04 10 95 0.79 05-6322 Strut Bolt Report 4/ 6/05 9 44am EAVE STRUTS Wall Frm Line ----Bolt Selected----- ---Bolt_Capacity--- Id Id Type No Type Dia Wshr Calc Allow Ratio 2 1 EW 2 GrS S 0.500 1 1 32 5 72 o 23 2 2 RF 2 GrS S 0.500 1 3 S5 5 72 0 67 2 3 EW 2 GrS S 0.500 1 3 S5 5 72 0.67 4 1 EW 2 GrS.S 0.500 1 1 32 5 72 0.23 4 2 RF 2 GrS.S 0.500 1 3.S5 5 72 0 67 4 3 EW 2 GrS S 0.500 1 3.S5 5.72 0 67 PURL IN STRUTS AT EAVE Surf Frm Line Bay Brace ----Bolt Selected----- Load ---Bolt_Capacity--- Id Id Type Id Lac No Type Dia Wshr Id Calc Allow Ratio 3 2 RF 94 00 2 GrS S 0 500 1 1 3.S5 5 72 0 67 3 3 EW 94 00 2 GrB B 0 500 1 1 3.85 5 72 0 67 2 2 RF 0 00 2 GrS S 0 500 1 1 3 S5 5 72 0 67 2 3 EW 0 00 2 GrS S 0 500 1 1 3.S5 5 72 0 67 PURLINS Surf Frm Line Brace ----Bolt Selected----- Load ---Bolt Capacity--- Customer Brown's Car Care Job No Page 35 Of 70 05-6322 Size 94 x 39 8 x 24 Date 4/6/2005 Designed By IN Checked By "y .~ /x ~ Project Browns Car Care Location " .x l:;'~\>^<;;;;' 05-6322 Strut Bolt Report 4/ 6/05 9.44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Id Type Loc No Type Dia Wshr Id Calc Allow Ratio ---- -- ---- ----- --- ----- ----- ---- ---- ----- ----- ----- 2 1 EW 20 00 2 Gr8.8 0 500 1 1 1 90 5.72 0.33 2 2 RF 20 00 2 Gr8 8 0 500 2 ## 1 6 39 7 73 0 83 2 3 EW 20 00 2 Gr8.8 0 500 2 ## 1 6 39 7 73 0 83 2 1 EW 39 00 2 Gr8 8 0.500 1 1 1 81 5 72 0 32 2 2 RF 39.00 2 Gr8 8 0 500 1 1 3 12 5 72 0 54 2 3 EW 39.00 2 Gr8 8 0 500 1 1 3 12 5.72 0.54 3 1 EW 55 00 2 Gr8.8 0 500 1 1 1. 81 5 72 0.32 3 2 RF 55 00 2 Gr8.8 0 500 1 1 3.12 5 72 0 54 3 3 EW 55 00 2 Gr8 8 0 500 1 1 3.12 5 72 0 54 3 1 EW 74 00 2 Gr8 8 0 500 1 1 1 90 5 72 0 33 3 2 RF 74 00 2 Gr8 8 0 500 2 ## 1 6.39 7 73 0 83 3 3 EW 74 00 2 Gr8.8 0 500 2 ## 1 6 3.9 7 73 0 83 WALL STRUTS Wall Frm Line Bay Brace ----Bolt Selected----- ---Bolt Capacity--- - - - Id Id Type Id Loc No Type Dia Wshr Calc Allow Ratio ---- -- ---- --- ----- --- ----- ----- ---- ----- ----- ----- 2 2 RF 12 00 2 Gr8 8 0 500 1 8 64 10 01 0 86 2 3 EW 12 00 2 Gr8 8 0 500 1 8 64 10 01 0 86 4 1 EW 12 00 2 Gr8 8 0 500 1 8.64 10 01 0 86 4 2 RF 12 00 2 Gr8 8 0 500 1 8 64 10 01 0.86 I ##NOTE . Not standard bolt connection 05-6322 Roof Design Weight Summary 4/ 6/05 9 44am Roof Purl ins = 2414 34 Eave Struts = 243 78 Struts = 335 91 Roof Bracing = 73 06 Wall Bracing = 71 47 ---------- Total = 3138 55 ,~\\X~-~ . 05-6322 05-6322 Page 36 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By Roof Design Warning Report Roof Design Warning Report 4/ 6/05 4/ 6/05 9 44am 9.44am No Warnings Page 37 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Sidewall Design Code 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel WS AISC89 AISI89 BUILDING CODE Wind Code Year Seismic Zone IBC 03 D MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel 29000 (ksi 29000 (ksi ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/06/05 9'44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 3 7 333 12 000 18 000 2 3 7 333 12 000 18 000 GIRT SPAN Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 3 19 50 19.50 19 50 2 3 19 67 19 67 19 67 GIRT SIZE Bay No Girt Id Id Girt 1 2 3 :,~<>:>:\ . Page 38 Of 70 Customer Brown's Car Care Job No 05-6322 Project I Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------- -------- -------- 1 3 8Z12 8Z14 8Z12 2 3 8Z12 8Z14 8Z12 GIRT INSIDE FLANGE BRACE No _Brace/Bay 1 2 1 1 GIRT ACTIONS Bay Girt Ld ----Shear(k )--- --Moment (f-k )-- ---Deflect (in)-- Id Id Id Calc Allow DC Calc Allow DC Calc Allow DC 1 1 WP 1 26 16.30 0.08 -6 15 13 98 0.44 -0.66 2 34 0.28 WS -1 40 16 30 0.09 6 82 8 76 0 78 0.74 2 34 0 31 1 2 WP 1 12 6 18 0 18 -5.47 8 91 0 61 -0 82 2 34 0 35 WS 1 24 6 18 0 20 6 06 6 21 0 98 0 91 2.34 0 39 1 3 WP 1 26 16 30 0 08 -6.15 13 98 0.44 -0 66 2 34 0.28 WS -1 40 16 30 0 09 6 82 8 76 0 78 0 74 2 34 0 31 2 1 WP -1 27 16 30 0.08 -6 26 13 98 0 45 -0 69 2 36 0.29 WS -1 41 16.30 0 09 6.94 8 64 0 80 0 76 2.36 0 32 2 2 WP 1 13 6 18 0 18 -5 56 8 91 0 62 -0.85 2 36 0 36 WS -1 25 6 18 0.20 6 17 6 12 1 01 0 94 2.36 0 40 2 3 WP -1 27 16.30 0 08 -6.26 13 98 0 45 -0 69 2 36 0 29 WS -1 41 16.30 0 09 6 94 8 64 0 80 0.76 2 36 0 32 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Panel Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA Bay Part Type Gage Yield 1 PBR PR 26 00 80 0 MOMENTS & DEFLECTION Page 39 Of 70 Customer I Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed By IN <~~x';(X~ Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Panel Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------Moment(ft-Ib/ft)--------- Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Id Calc Allow DC Calc Allow DC Calc Allow DC 1 7 33 WP 129 8 213 9 0.61 -121 0 176 5 0.69 -0 54 0 73 0.74 WS -140 5 176 5 0 80 130 9 213 9 0 61 0 59 0 73 0 80 2 4 67 WP 129 8 213 9 0 61 7 7 213 9 0 04 0 07 0 47 0 14 WS -140.5 176 5 0 80 -8 3 176 5 0 05 -0 07 0 47 0 16 3 6 00 WP 96 9 213 9 0 45 -51 5 176 5 0 29 -0 13 0 60 0.21 WS -104 9 176.5 0.59 55.7 213.9 0 26 0 14 0 60 0.23 4 5.33 WP 97 0 213 9 0 45 -52 9 176 5 0.30 -0 10 0 53 0 20 WS -105 0 176 5 0.59 57.3 213 9 0.27 0 11 0 53 0.21 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Weight Summary 4/06/05 '9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts Frame Openings 569 87 o 00 569 87 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Sidewall Design Warning Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings Page 40 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Sidewall Design Code 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel WS AISC89 AISI89 BUILDING CODE Wind Code Year Seismic Zone IBC 03 D MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel 29000 (ksi 29000 (ksi ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/06/05 9 44am ============================================================================== GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 3 7 333 12 000 18 000 2 3 7 333 12 000 18 000 GIRT SPAN Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 3 19 67 19 67 19 67 2 3 19 50 19 50 19 50 GIRT SIZE Bay No Girt Id Id Girt 1 2 3 Page 41 Of 70 N Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Desi.gned IN \ Si.ze 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/06/05 9'44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------- -------- -------- 1 3 8Z12 8Z14 8Z12 2 3 8Z12 8Z14 8Z12 GIRT INSIDE FLANGE BRACE No Brace/Bay 1 2 1 1 GIRT ACTIONS Bay Girt Ld ----Shear(k )--- --Moment (f-k )'-- ---Deflect (in)-- Id Id Id Calc Allow DC Calc Allow DC Calc Allow DC 1 1 WP 1 27 16 30 0 08 -6 26 13 98 0 45 -0.69 2 36 0 29 WS -1 41 16 30 0 09 6 94 8 64 0 80 o 76 2 36 0 32 1 2 WP 1 13 6 18 0 18 -5.56 8 91 0 62 -0 85 2.36 0 36 WS 1 25 6 18 0 20 6 17 6 12 1 01 o 94 2 36 o 40 1 3 WP 1 27 16 30 0 08 -6.26 13 98 o 45 -0 69 2 36 0.29 WS -1 41 16 30 0 09 6.94 8 64 0.80 o 76 2 36 0.32 2 1 WP 1 26 16 30 0 08 -6 15 13 98 o 44 -0 66 2 34 0.28 WS -1 40 16 30 0 09 6 82 8 76 o 78 o 74 2 34 0.31 2 2 WP 1 12 6 18 o 18 -5 47 8 91 o 61 -0 82 2 34 0.35 WS -1 24 6 18 0.20 6.06 6.21 o 98 o 91 2.34 0.39 2 3 WP 1 26 16 30 o 08 -6 15 13.98 o 44 -0 66 2 34 o 28 WS -1 40 16 30 o 09 6 82 8 76 o 78 o 74 2 34 o 31 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Panel Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA Bay Part Type Gage Yield 1 PBR PR 26 00 80 0 MOMENTS & DEFLECTION Page 42 Of 70 Customer Brown's Car Care I Job No 05-6322 Project Browns Car Care Date 4/6/2005 Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Panel Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Id Calc Allow DC Calc Allow DC Calc Allow DC 1 7 33 WP 129 8 213 9 0 61 -121 0 176 5 0 69 -0 54 0.73 0.74 WS -140 5 176 5 0.80 130 9 213 9 0.61 0 59 0.73 0 80 2 4 67 WP 129 8 213 9 0 61 7 7 213 9 0 04 0 07 0.47 0 14 WS -140 5 176.5 0 80 -8.3 176 5 0 05 -0 07 0 47 0 16 3 6.00 WP 96 9 213.9 0.45 -51.5 176.5 0.29 -0 13 0.60 0.21 WS -104 9 176.5 0 59 55 7 213.9 0.26 0 14 0 60 0.23 4 5 33 WP 97 0 213.9 0 45 ~52 9 176 5 0.30 -0 10 0 53 0.20 WS -105 0 176 5 0 59 57 3 213 9 0 27 0 11 0.53 0.21 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Weight Surrunary 4/06/05 9.44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts Frame Openings 569 87 o 00 569 87 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Sidewall Design Warning Report 4/06/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings i' :/,;I,<<:'X Page 43 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Designed IN Size 94 x 39(.8 x 24 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Endwall Design Code 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel WS AISC89 AISI89 BUILDING CODE Wind Code Year Seismic Zone IBC 03 D MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel 29000 (ksi 29000 (ksi ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ MEMBER SIZES Member Member Member ---Web Size-- -Flange Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ------ ------ ----------- ------ ------ Col-l 0 7 W8X10 7 48 0 170 3 94 0 205 22 7 227 .2 Col-2 20 0 W12X14 11 46 0 200 3 97 0 225 24 3 340 6 Col-3 39 0 W12X14 11 46 0 200 3 97 0 225 25 9 362 8 Col-4 55.0 W12X14 11 46 0 200 3 97 0 225 25 9 362 8 Col-5 74 0 W12X14 11 46 0 200 3 97 0 225 24.3 340 6 Col-6 93 3 W8X10 7 48 0 170 3 94 0 205 22 7 227 2 ------ ------ ----------- ------ ------ Raf-1 W8X10 7 48 0 170 3 94 0 205 21 1 211 2 Raf-2 W8X10 7 48 0 170 3 94 0 205 26 0 260 4 Raf-3 W8X10 7 48 0 170 3 94 0 205 26 0 260 4 Raf-4 W8X10 7 48 0 170 3 94 0 205 21 1 211 2 ------- Total= 2804 35 Page 44 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DESIGN ACTIONS/STRESSES ---Axial(k , ksi )-- ---Shear(k , ksi )-- -Moment (f-k , ksi )- Mem Load Design Calc Allow Design Calc Allow Design. Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress ------ ------ ------ ------ ------ ------ ------ ------ ------ Col-l 1 3 29 1 11 13 62 0.00 0 00 20 00 0.00 0.00 20 42 Col-l 2 -0 53 -0 18 40 00 -2 16 1 70 26 67 12 27 -18 85 27 23 Col-l 3 0 51 0 17 18 15 -2.16 1 70 26 67 12.27 -18.85 27.23 Col-l 4 -1 70 -0 57 40.00 1 95 1 53 26 67 -11 07 -17 . 00 27 .23 Col-l 5 -1 70 -0 57 40 00 -2 16 1. 70 26 67 12 27 -18.85 27 23 Col-l 6 -0 88 -0 30 40 00 -2 16 1. 70 26 67 12 27 -18.85 27.23 Col-l 7 1 00 0 34 18 15 0 00 0 00 26 67 0 00 0.00 27 23 Col-l 8 0 93 0 32 18 15 0 00 0 00 26 67 0 00 0 00 27 23 Col-2 1 8 01 1 93 10.93 0 00 0 00 18 75 0 00 0 00 19 31 Col-2 2 -1 34 -0 32 40 00 -4 29 1 87 25 00 26.09 -21 01 25 75 Col-2 3 3 91 0 94 14 58 -4 29 1 87 25 00 26.09 -21 01 25 75 Col-2 4 -4 27 -1 03 40 00 3 87 1 69 25 00 -23 54 -18 96 25 75 Col-2 5 -4 24 -1 02 40 00 -4.29 1 87 25 00 26 09 -21 01 25 75 Col-2 6 -2 21 -0 53 40 00 -4.29 1 87 25 00 26 09 -21 01 25 75 Col-2 7 2 24 0 54 14 58 0 00 0.00 25 00 0 00 0.00 25 75 Col-2 8 7 55 1. 82 14 58 0 00 0 00 25 00 0 00 0.00 25 75 Col-3 1 6 17 1 48 10 93 0 00 0 00 18 75 0.00 0 00 19.31 Col-3 2 2 36 0 57 14 58 -4 17 1 82 25 00 27 03 -21 77 25.75 Col-3 3 0 87 0 21 14 58 -4 17 1 82 25 00 27.03 -21 77 25 75 Col-3 4 -3 13 -0 75 40 00 3 76 1 64 25 00 -24 38 -19 64 25 75 Col-3 5 -3 07 -0 74 40 00 -4 17 1. 82 25 00 27 03 -21. 77 25 75 Col-3 6 -1 69 -0 41 40 0.0 -4 17 1 82 25 00 27.03 -21 77 25 75 Col-3 7 6 75 1 62 14 58 0 00 0 00 25 00 0 00 0 00 25 75 Col-3 8 1 53 0 37 14 58 0 00 0 00 25 00 0 00 0.00 25 75 Col-4 1 6 17 1 48 10 93 0 00 0 00 18 75 0 00 0.00 19 31 Col-4 2 0 87 0 21 14.58 -4 17 1 82 25 00 27 03 -21 77 25 75 Col-4 3 -0 84 -0 20 40 00 -4 17 1 82 25 00 27 03 -21 77 25 75 Col-4 4 -3 13 -0 75 40 00 3 76 1 64 25 00 -24 38 -19 64 25 75 Col-4 5 -1 70 -0 41 40 00 -4 17 1 82 25 00 27 03 -21 77 25 75 Col-4 6 -3 04 -0 73 40 00 -4 17 1 82 25 00 27 03 -21 77 25 75 Col-4 7 1 90 0 46 14 58 0 00 0 00 25 00 0 00 0 00 25 75 Col-4 8 1 63 0 39 14 58 0 00 0 00 25 00 0 00 0 00 25 75 Col-5 1 8 01 1 93 10 93 0 00 0 00 18 75 0 00 0 00 19 31 Col-5 2 1 05 0 25 14 58 -4.29 1 87 25 00 26 09 -21 01 25 75 Col-5 3 -1 37 -0 33 40 00 -4 29 1 87 25 00 26 09 -21 01 25 75 Page 45 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Desi.gned IN Si.ze 94 x 39 8 x 24 Checked By ============================================================================== 05-6322 Column & Rafter Design 4/ 6/05 9 44am ============================================================================== Col-5 4 -4.27 -1 03 40 00 3 87 1 69 25 00 -23.54 -18 96 25 75 Col-5 5 -2 20 -0.53 40 00 -4 29 1 87 25.00 2 6 . 0 9 '- 21 01 25 75 Col-5 6 -4 28 -1 03 40 00 -4 29 1 87 25 00 26 09 -21 01 25 75 Col-5 7 2 09 0 50 14 58 0 00 0.00 25 00 0 00 0 00 25 75 Col-5 8 2 30 0 55 14 58 0 00 0.00 25 00 0 00 0 00 25 75 Col-6 1 3 29 1 11 13 62 0 00 0.00 20 00 0 00 0 00 20 42 Col-6 2 0 51 0 17 18 15 -2 16 1 70 26 67 12 27 -18 85 27.23 Col-6 3 -0 53 -0 18 40 00 -2 16 1. 70 26 67 12 27 -18.85 27 23 Col-6 4 -1 70 -0.57 40 00 1 95 1. 53 26 67 -11 07 -17 00 27 23 Col-6 5 -0 88 -0.30 40 00 -2 16 1 70 26.67 12.27 -18 85 27 23 Col-6 6 -1 70 -0 57 40 00 -2 16 1. 70 26 67 12 27 -18 85 27 23 Col-6 7 0 94 0 32 18 15 0 00 0 00 26 67 0.00 0 00 27.23 Col-6 8 0 99 0.34 18 15 0 00 0 00 26.67 0 00 0 00 27 23 ------ ------ ------ ------ ------ ------ ------ ------ ------ Raf-1 1 0 30 0 10 20 74 -4 05 3.19 20 00 13 91 -21 38 29 16 Raf-1 2 -0 19 -0 07 40 00 2.25 1 77 26 67 -7.78 -11. 96 38 77 Raf-1 3 -0 31 -0 11 40 00 1.17 0.92 26 67 -4 00 -6 15 38 85 Raf-1 4 -0 14 -0 05 40 00 1 40 1 10 26 67 -4 86 -7 47 38 74 Raf-1 5 -0 13 -0 04 40 00 0 32 0 25 26 67 -1 09 -1. 67 38 94 Raf-1 6 0 23 0 08 20 51 -3 95 3 11 20 00 11 97 -18 39 30 00 Raf-1 7 0 29 0 10 20 74 3 44 2 71 20.00 10 89 -16 74 2,7 13 Raf-1 8 0 18 0.06 20 74 -2 50 1 96 20 00 8 22 -12 64 29 55 Raf-1 9 0 20 0 07 20 74 -2 53 1 99 20 00 8 81 -13 53 28 99 Raf-1 10 '0 19 0 07 20 74 -2 51 1 98 20 00 8 58 -13 18 29 21 Raf-1 11 0 31 0.11 20 74 -4 07 3 20 20.00 14 22 -21 85 28 97 Raf-1 12 0 28 0 09 20 74 3 33 2 62 20.00 10 48 -16 10 27 19 Raf-1 13 0 19 0 06 20 74 -2 50 1 97 20.00 8.39 -12 90 29 39 Raf-1 14 0.21 0 07 20 74 -2.52 1 98 20 00 8 75 -13.44 29 05 Raf-1 15 0 96 0 32 27 66 -1 02 0 80 26.67 3 41 -5.24 39 17 Raf-1 16 3 16 1. 07 27 66 -0 95 0 74 26 67 3.32 -5 10 38 56 Raf-2 1 0 27 0 09 20 74 3 23 2 54 20 00 10 31 -15.84 29 44 Raf-2 2 -0 51 -0 17 40 00 -1 81 1 42 26.67 -5 77 -8 86 39 25 Raf-2 3 -0 88 -0.30 40 00 -0 93 0.73 26.67 -2 97 -4 56 39 25 Raf-2 4 -0 22 -0 08 40 00 -1 13 0 89 26.67 -3 60 -5.53 39 25 Raf-2 5 -0 60 -0.20 40 00 -0 25 0 20 26.67 -0 80 -1 24 39 25 Raf-2 6 0 19 0 07 20 74 2 23 1 75 20.00 9 49 -14 59 29 44 Raf-2 7 0 26 0 09 20 74 -3 12 2 45 20 00 7 77 -11 94 27 13 Raf-2 8 0 23 0 08 22 75 2 79 2 19 20 00 6 68 -10 26 28 41 Raf-2 9 0 18 0 06 20 74 2 05 1 61 20 00 6.52 -10 02 29 44 Raf-2 10 0 17 0 06 20 74 1 99 1. 56 20 00 6 36 -9.77 29 44 Raf-2 11 0 28 0 10 20 74 3 31 2 60 20 00 10 54 -16 19 29 44 Raf-2 12 0 25 0 08 20 74 -3 23 2 54 20 00 9 44 -14 51 29 26 Page 46 Of 70 Customer Brown's Car Care Job No 05-6322 = I;~ Project Browns Car Care Date 4/6/2005 , . Location Designed By IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9.44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Raf-2 13 0 22 0 08 22.75 2 57 2.02 20 00 6 23 -9 57 29 44 Raf-2 14 0 19 0 06 20 74 2.03 1 60 20 00 6 48 -9 96 29 44 Raf-2 15 1 57 0 53 27 66 0 86 0 68 26.67 2 53 -3 89 39 25 Raf-2 16 3 11 1 05 27 66 0 77 0 61 26 67 2 46 -3.78 39.30 Raf-3 1 0 27 0 09 20 74 -3.23 2 54 20 00 10 31 -15 84 29 44 Raf-3 2 -0 52 -0 18 40 00 0 93 0 73 26.67 -2 96 -4 54 39 25 Raf~3 3 -0.87 -0 29 40 00 1 81 1 43 26.67 -5 78 -8 88 39 25 Raf-3 4 -0 23 -0 08 40 00 0.27 0.21 26.67 -0 79 -1. 22 39 25 Raf-3 5 -0 59 -0 20 40 00 1 13 0 89 26 67 -3 61 -5.55 39 25 Raf-3 6 0 17 0 06 20.74 -1 99 1. 56 20 00 6 36 -9 77 29 44 Raf-3 7 0 17 0 06 20 74 -2 05 1 61 20 00 6 52 -10 02 29 44 Raf-3 8 0 23 0 08 22 75 -2 79 2 19 20 00 6 68 -10 26 28 41 Raf-3 9 0 26 0 09 20.74 3 12 2 45 20 00 7 77 -11 94 27.13 Raf-3 10 0 19 0 07 20 74 -2 23 1 75 20 00 9 49 -14 59 29 44 Raf-3 11 0 17 0 06 20.74 -2 03 1 60 20 00 6 48 -9 96 29 44 Raf-3 12 0 21 0 07 22 75 -2 58 2 03 20 00 6 23 -9.57 29 44 Raf-3 13 0 25 0 08 20 74 3 23 2.54 20 00 9 44 -14 51 29 26 Raf-3 14 0 28 0 10 20 74 -3 31 2 60 20 00 10 54 -16 19 29 44 Raf-3 15 -1 95 -0 66 40 00 -0 82 0 64 26 67 2 32 -3.57 39 25 Raf-3 16 1 95 0 66 30 33 -0 84 0.66 26 67 2 67 -4 10 39 29 Raf-4 1 0 30 0 10 20 74 4 05 3.19 20 00 13 91 -21 38 29 16 Raf-4 2 -0 31 -0 11 40 00 -1 16 0 92 26 67 -3 99 -6 13 38 90 Raf-4 3 -0 55 -0 19 40 00 -2.25 1. 77 26 67 -7 80 -11 98 38 75 Raf-4 4 -0 13 -0 04 40 00 -0.32 0.25 26 67 -1 07 -1 64 39 12 Raf-4 5 -0 37 -0 12 40.00 -1 40 1 10 26.67 -4 88 -7 50 38 70 Raf-4 6 0 18 0 06 20 74 2.51 1 98 20.00 8 58 -13 18 29 21 Raf-4 7 0.'19 0 06 20 74 2 53 1 99 20.00 8.81 -13.53 28 99 Raf-4 8 0 18 0 06 20 74 2 50 1 96 20 00 8 22 -12 64 29 55 Raf-4 9 0 29 0 10 20 74 -3 44 2 71 20.00 10 89 -16 74 27 13 Raf-4 10 0 23 0 08 20.51 3 95 3 11 20 00 11 97 -18 39 30 00 Raf-4 11 0 19 0 06 20 74 2 52 1 98 20 00 8 75 -13 44 29 05 Raf-4 12 0 18 0 06 20 74 2 50 1 97 20 00 8 39 -12 89 29 39 Raf-4 13 0 28 0 09 20 74 -3.33 2 62 20 00 10 48 -16 10 27 19 Raf-4 14 0 31 0 11 20 74 4.07 3.20 20 00 14 22 -21 85 28 91 Raf-4 15 -0 93 -0.31 40 00 0 94 0 74 26.67 3 13 .,-4.81 39 21 Raf-4 16 0 96 0 33 27 66 1 03 0 81 26 67 3 60 -5 53 38 56 STRESS RATIO Mem Load , Id Id Axial Shear Moment Axl+Mom Shr+Mom Max DC - \ Page 47 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN <X>}&%., . Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 ColUIlUl & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------ ------- ------- ------ Col-1 1 0 08 0 00 0 00 0 08 0.08 Col-1 2 0 00 0 06 0 69 0 69 0 69 Col-1 3 0 01 0 06 0 69 0 70 0 70 Col-1 4 0 01 0 06 0 62 0 62 0 62 Col-1 5 0 01 0 06 0 69 0 69 0 69 Col-1 6 0 01 0 06 0 69 0 69 0 69 Col-1 7 0 02 0 00 0 00 0.02 0 02 Col-1 8 0 02 0 00 0 00 0 02 0 02 Col-2 1 0 18 0 00 0 00 0 18 0 18 Col-2 2 0 01 0 07 0 82 0 82 0 82 Col-2 3 0 06 0 07 0 82 0 84 0 84 Col-2 4 0 03 0 07 0 74 0 74 0 74 Col-2 5 0 03 0 07 0 82 0.82 0 82 Col-2 6 0 01 0 07 0 82 0 82 0 82 Col-2 7 0 04 0 00 0 00 0 04 0 04 Col-2 8 0 12 0 00 0 00 0 12 0 12 Col-3 1 0 14 0 00 0.00 0 14 0 14 Col-3 2 0 04 0 07 0 85 0 86 0 86 Col-3 3 0 01 0 07 0 85 0 85 0 85 Col-3 4 0 02 0 07 0 76 0.76 0 76 Col-3 5 0 02 0 07 0 85 0 85 0 85 Col-3 6 0 01 0 07 0 85 0 85 0 85 Col-3 7 0 11 0 00 0 00 0 11 0 11 Col-3 8 0 03 0 00 0 00 0 03 0 03 Col-4 1 0 14 0.00 0 00 0 14 0 14 Col-4 2 0 01 0 07 0 85 0 85 0.85 Col-4 3 0 01 0 07 0 85 0 85 0.85 Col-4 4 0 02 0 07 0 76 0 76 0 76 Col-4 5 0 01 0 07 0 85 0 85 0.85 Col-4 6 0 02 0 07 0 85 0 85 0 85 Col-4 7 0 03 0.00 0 00 0 03 0 03 Col-4 8 0 03 0 00 0 00 0 03 0 03 Col-5 1 0 18 0 00 0 00 0 18 0 18 Col-5 2 0 02 0 07 0 82 0 82 0 82 Col-5 3 0 01 0 07 0 82 0 82 0 82 Col-5 4 0 03 0 07 0 74 0 74 0 74 Col-5 5 0 01 0 07 0 82 0 82 0 82 Col-5 6 0 03 0 07 0 82 0 82 0 82 Col-5 7 0 03 0 00 0 00 0 03 0 03 Col-5 8 0 04 0 00 0 00 0 04 0 04 Col-6 1 0 08 0 00 0 00 0 08 0 08 Page 48 Of 70 Customer Brown's Car Care I Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN 'X~~'$~,; Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-6 2 0 01 0 06 0 69 0 70 0 70 Col-6 3 0 00 0 06 0 69 0 69 0 69 Col-6 4 0 01 0 06 0 62- 0 62 0 62 Col-6 5 0 01 0 06 0 69 0 69 0 69 Col-6 6 0 01 0 06 0 69 0 69 0 69 Col-6 7 0 02 0 00 0 00 0 02 0 02 Col-6 8 0 02 0 00 0 00 0 02 0 02 ------ ------- ------- ------ Raf-1 1 0 00 0 16 0 73 0 73 0 73 Raf-1 2 0 00 0 07 0 31 0 31 0.31 Raf-1 3 0 00 0 03 0 16 0 16 0 16 Raf-1 4 0 00 0 04 0 19 0 19 0 19 Raf-1 5 0 00 0 01 0 04 0 04 0 04 Raf-1 6 0 00 0 16 0 61 0 61 0 61 Raf-1 7 0 00 0 14 0 62 0 62 0 62 Raf-1 8 0 00 0 10 0 43 0 43 0 43 Raf-1 9 0 00 0 10 0 47 0 47 0 47 Raf-1 10 0 00 0 10 0 45 0 45 0 45 Raf-1 11 0 01 0 16 0 75 0 75 0 75 Raf-1 12 0 00 0 13 0 59 0 59 0 59 Raf-1 13 0 00 0 10 0 44 0 44 0 44 Raf-1 14 0 00 0 10 0 46 0 46 0 46 Raf-1 15 0 01 0 03 0 13 0 14 0 14 Raf-1 16 0 04 0 03 0 13 0 14 0 14 Raf-2 1 0 00 0 13 0 54 0 54 0.54 Raf-2 2 0 00 0 05 0.23 0.23 0 23 Raf-2 3 0 01 0 03 0.12 0 12 0 12 Raf-2 4 0 00 0 03 0 14 0 14 0 14 Raf-2 5 0 01 0 01 0 03 0 03 0 03 Raf-2 6 .0 00 0 09 0 50 0 50 0 50 Raf-2 7 0 00 0 12 0 44 0 44 0 44 Raf-2 8 0 00 0 11 0 36 0 36 0 36 Raf-2 9 0 00 0 08 0 34 0 34 0 34 Raf-2 10 0 00 0 08 0 33 0 33 0 33 Raf-2 11 0 00 0 13 0 55 0 55 0 55 Raf-2 12 0 00 0 13 0 50 0 50 0 50 Raf-2 13 0 00 0 10 0 32 0 33 0 33 Raf-2 14 0 00 0 08 0 34 0 34 0 34 Raf-2 15 0 02 0 03 0 10 0 11 0 11 Raf-2 16 0 04 0 02 0 10 0 12 0 12 Raf-3 1 0 00 0 13 0 54 0 54 0 54 Raf-3 2 0 00 0 03 0 12 0 12 0 12 Page 49 Of 70 .~~ Customer Brown's Car Care Job No 05-6322 .,<\"'%,, e ,,,{':-ml Project Browns Car Care Date 4/6/2005 . . ,. l'~ '/i'>; ). ~ 'Loca tion Designed By IN ~~~\;.X> . Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Raf-3 3 0 01 0 05 0.23 0 23 0.23 Raf-3 4 0 00 0 01 0 03 0 03 0.03 Raf-3 5 0 00 0 03 0 14 0 14 0 14 Raf-3 6 0 00 0 08 0 33 0 33 0.33 Raf-3 7 0 00 0 08 0 34 0 34 0 34 Raf-3 8 0 00 0 11 0.36 0 36 0 36 Raf-3 9 0 00 0.12 0 44 0 44 0 44 Raf-3 10 0 00 0 09 0.50 0 50 0 50 Raf-3 11 0 00 0 08 0 34 0 34 0.34 Raf-3 12 0 00 0 10 0 32 0 33 0.33 Raf-3 13 0 00 0 13 0 50 0 50 0 50 Raf-3 14 0 00 0 13 0 55 0 55 0.55 Raf-3 15 0 02 0 02 0 09 0 09 0 09 Raf-3 16 0 02 0 02 0 10 0 11 . 0 11 Raf-4 1 0 00 0 16 0 73 0 73 0 73 Raf-4 2 0 00 0 03 0 16 0 16 0 16 Raf-4 3 0 00 0.07 0.31 0.31 0 31 Raf-4 4 0 00 0 01 0 04 0 04 0 04 Raf-4 5 0 00 0 04 0 19 0 19 0 19 Raf-4 6 0 00 0 10 0 45 0 45 0 45 Raf-4 7 0 00 0 10 0 47 0 47 0 47 Raf-4 8 0 00 0 10 0 43 0 43 0 43 Raf-4 9 0 00 0 14 0 62 0 62 0 62 Raf:"'4 10 0 00 0 16 0.61 0 61 0 61 Raf-4 11 0 00 0 10 0 46 0 46 0 46 Raf-4 12 0 00 0 10 0 44 0 44 0 44 Raf-4 13 0 00 0 13 0.59 0.59 0 59 Raf-4 14 0 01 0 16 0.76 0 76 0 76 Raf-4 15 0 01 0 03 0 12 0 12 0 12 Raf-4 16 0 01 0 03 0 14 0 15 0 15 MEMBER DEFLECTIONS/COLUMN REACTIONS Mem Load Deflection (in) ------Reaction(k )------- Id Id Calc Allow Harz (OP) Vert Harz (IP) ----- ---- ------ ------ -------- ----- -------- Col-1 1 0 00 2 27 0 00 3 29 0 00 Col-1 2 0 89 2 27 2 16 -0 31 0 00 Col-1 3 0 89 2 27 2 16 0.51 0 00 Col-1 4 -0 81 2 27 -1 95 -1 47 0 00 Col-1 5 0 89 2 27 2 16 -1 47 0 00 Page 50 Of 70 CUstomer Brown's Car Care I Job No 05-6322 Project Browns Car Care Date 4/6/2005 Desi.gned IN Si.ze 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-1 6 0 89 2 27 2.16 -0 65 0 00 Col-1 7 0 00 2 27 0 00 1 00 0 00 Col-1 8 0 00 2.27 0 00 0 93 0 00 Col-2 1 0 00 2 43 0 00 8 01 0 00 Col-2 2 0 76 2 43 4 29 -3 86 2 18 Col-2 3 0 76 2 43 4 29 3 91 0 00 Col-2 4 -0 68 2 43 -3 87 -3 93 0 00 Col-2 5 0 76 2 43 4 29 -3 90 0 00 Col-2 6 0 76 2 43 4.29 -1. 87 0 00 Col-2 7 0 00 2 43 0 00 -2 83 3 87 Col-2 8 0 00 2 43 0 00 7 55 0 00 Col-3 1 0 00 2 59 0 00 6 17 0 00 Col-3 2 0 89 2 59 4 17 2 36 0.00 Col-3 3 0 89 2 59 4.17 -1 99 2.18 Col-3 4 -0 80 2 59 -3 76 -2.77 0 00 Col-3 5 0 89 2 59 4 17 -2 71 0 00 Col-3 6 0 89 2 59 4 17 -1 33 0 00 Col-3 7 0 00 2 59 0 00 6 75 0 00 Col-3 8 0 00 2 59 0.00 -3 55 3.87 Col-4 1 0 00 2 59 0 00 6 17 0 00 Col-4 2 0 89 2 59 4 17 0 87 0 00 Col-4 3 0 89 2 59 4 17 -0 47 0.00 Col-4 4 -0 80 2 59 -3 76 -2 77 0 00 Col-4 5 0 89 2 59 4 17 -1 33 0 00 Col-4 6 0 89 2.59 4 17 -2 67 0.00 Col-4 7 0 00 2 59 0 00 1. 90 0 00 Col-4 8 0 00 2 59 0 00 1 63 0 00 Col-5 1 0 00 2 43 0 00 8 01 0 00 Col-5 2 0 76 2 43 4 29 1. 05 0.00 Col-5 3 0 76 2 43 4 29 -1 03 0 00 Col-5 4 -0 68 2 43 -3 87 -3 93 0 00 Col-5 5 0 76 2 43 4.29 -1 86 0 00 Col-5 6 0 76 2 43 4 29 -3 94 0 00 Col-5 7 0 00 2 43 0 00 2 09 0 00 Col-5 8 0 00 2 43 0 00 2 30 0 00 Col-6 1 0 00 2.27 0.00 3 29 0 00 t:ol-6 2 0 89 2 27 2 16 0 51 0 00 Col-6 3 0 89 2 27 2 16 -0 31 0 00 Col-6 4 -0 81 2 27 -1 95 -1 47 0 00 Col-6 5 0 89 2 27 2 16 -0 65 0 00 Col-6 6 0 89 2 27 2 16 -1 47 0 00 Col-6 7 0 00 2 27 0 00 0 94 0 00 Page 51 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By I ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-6 8 0 00 2 27 0 00 0 99 0 00 ------ ------ -------- -------- Raf-1 1 -0 59 1 33 Raf-1 2 0 21 2 00 Raf-1 3 0 10 2 00 Raf-1 4 0 12 2 00 Raf-1 5 0 02 2 00 Raf-1 6 -0.68 1 33 Raf-1 7 -0 26 1 33 Raf-1 8 -0 38 1 33 Raf-1 9 -0 36 1 33 Raf-1 10 -0 37 1 33 Raf-1 11 -0 58 1 33 Raf-1 12 -0 28 1 33 Raf-1 13 -0 38 1 33 Raf-1 14 -0 36 1 33 Raf-1 15 -0 15 1 33 Raf-1 16 -0 13 1.33 Raf-2 1 -0 18 1 27 Raf-2 2 0 07 1 90 Raf-2 3 0 03 1 90 Raf-2 4 0 05 1 90 Raf-2 5 0 00 1 90 Raf-2 6 -0 08 1 07 Raf-2 7 -0 33 1 27 Raf-2 8 -0 17 1 07 Raf-2 9 -0 14 1 27 Raf-2 10 -0 11 1 27 Raf-2 11 -0 23 1.27 Raf-2 12 -0 27 1 27 Raf-2 13 -0 11 1 07 Raf-2 14 -0 13 1 27 Raf-2 15 -0 05 1 07 Raf-2 16 -0 06 1 27 Raf-3 1 -0 18 1 27 Raf-3 2 0 03 1 90 Raf-3 3 0 08 1 90 Raf-3 4 0 01 1 60 Raf-3 5 0 05 1 90 Raf-3 6 -0 11 1 27 Raf-3 7 -0 14 1 27 Raf-3 8 -0 17 1 07 Customer Brown's Car Care Job No Page 52 Of 70 05-6322 4/6/2005 Project Browns Car Care Location Date Size 94 x 39 8 x 24 Designed By IN Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Column & Rafter Design 4/ 6/05 9-44am ============================================================================== - Raf-3 9 -0 33 1 27 Raf-3 10 -0 08 1 07 Raf-3 11 ""0 13 1 27 Raf-3 12 -0 11 1 07 Raf-3 13 -0 27 1 27 Raf-3 14 -0 23 1.27 Raf-3 15 -0 05 1 07 Raf-3 16 -0 06 1 27 Raf-4 1 -0 59 1 33 Raf-4 2 0 10 2 00 Raf-4 3 0 21 2 00 Raf-4 4 0 02 2 00 Raf-4 5 0 12 2 00 Raf-4 6 ' -0 37 1. 33 Raf-4 7 -0 36 1 33 Raf-4 8 -0 38 1 33 Raf-4 9 -0 26 1. 33 Raf-4 10 -0 68 1 33 Raf-4 11 -0 36 1 33 Raf-4 12 -0 38 1. 33 Raf-4 13 -0 28 1 33 Raf-4 14 -0 58 1 33 Raf-4 15 -0 14 1. 33 Raf-4 16 -0 14 1 33 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Rafter Splice Report 4/ 6/05 9 44am ============================================================================== Splice -Surface- ---Plate--- -----Design_Load---- ----Bolts (A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage ------ 1 M 2 21 1 6 0 0 375 11 0 3 3 3 10 5 2 0 750 3 00 3 50 2 0 2 1.8 -5 8 2 0 750 3 00 3 50 2 F 3 0 0 6 0 0 375 2 0 5 0.1 1 1 1 0 750 0 00 3.50 8 0 0 0 0 -4 7 1 0 750 0 00 3 50 3 M 3 26 1 6 0 0 375 14 0 3 3 3 10 5 2 0 750 3 00 3 50 3 0 6 1 8 -5 8 2 0 750 3 00 3 50 Page 53 Of 70 " Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed ~ IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Base Plate & Anchor Bolt Design 4/ 6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column Base Max_Reactions (k ) --Plate_Size (in)-- -Bolts (A36 ) - Id Depth Comp Tens Shear Width Length Thick Row Diam Gage ------ Col-l 7 9 3 3 -1 1 1 6 7.0 8 5 0 375 2 0 750 4 00 Col-2 11 9 8 0 -2 9 3 6 7 0 12 5 0 375 2 0 750 4 00 Col-3 11 9 6.2 -2 7 3 5 7 0 12 5 0 375 2 0 750 4 00 Col-4 11 9 6 2 -2 1 3 1 7 0 12 5 0 375 2 0 750 4 00 Col-5 11 9 8 0 -3 0 3.2 7.0 12 5 0 375 2 0.750 4 00 Col-6 7 9 3 3 -1 1 1 6 7 0 8 5 0 375 2 o 750 4 00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 41 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 4 -------- -------- -------- -------- 1 4 7 333 12 000 18 000 22.000 2 4 7 333 12 000 18 000 22 000 3 4 7 333 12 000 18 000 22 000 4 4 7 333 12 000 18 000 22.000 5 4 7 333 12 000 18 000 22 000 GIRT SPAN Bay No Girt Id Id Girt 1 2 3 4 -------- -------- -------- -------- 1 4 19 153 19 153 19 153 19 153 2 4 18 667 18 667 18 667 18 667 3 4 0 458 0 458 15 667 15 667 4 4 18 667 18 667 18 667 18 667 5 4 19 153 19 153 19 153 19 153 GIRT SIZE Bay No Girt Id Id Girt 1 2 3 4 -------- -------- -------- -------- Page 54 Of 70 xv. Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Desi.gned IN Si.ze 94 x 39 8 x 24 Checked By' ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 4 8212 8214 8214 8216 2 4 8214 8214 8214 8216 3 4 8216 8216 8216 8216 4 4 8214 8214 8214 8216 5 4 8212 8214 8214 8216 GIRT INSIDE FLANGE BRACE No Brace/Bay 1 2 3 4 5 1 1 1 1 1 GIRT ACTIONS Bay Girt Ld --Shear(k )--- --Moment (f-k )-- ---Deflect (in)-- Id Id Id Calc Allow DC Calc Allow DC Calc Allow DC 1 1 WP 1.24 16.30 0.08 -5 94 13 98 0 42 -0 62 2 30 0 27 WS -1 37 16.30 0 08 6.58 8 64 0 76 0 68 2 30 0 30 1 2 WP -1 10 6 18 0 18 -5.28 8 91 0 59 -0 76 2 30 0 33 WS 1 22 6 18 0 20 5.85 6 12 0 96 0.84 2 30 0.37 1 3 WP 1 03 6 18 0.17 -4 95 8 91 0 56 -0.71 2.30 0 31 WS -1 15 6 18 0.19 5 48 6 12 0 90 0 79 2.30 0 34 1 4 WP 0 79 3 15 0 25 -3 78 6 88 0 55 -0 68 2.30 0.30 WS 0 88 3 15 0.28 4.20 4 69 0 90 0.75 2 30 0 33 2 1 WP 1 21 6 18 0.20 -5 64 8 91 0 63 -0 77 2.24 0 34 WS -1 34 6 18 0 22 6.25 6 63 0 94 0 86 2 24 0 38 2 2 WP 1 07 6 18 0 17 -5 01 8 91 0 56 -0 69 2 24 0 31 WS -1 19 6 18 0 19 5 56 6 63 0 84 0 76 2 24 0 34 2 3 WP 1 01 6 18 0 16 -4 70 8 91 0 53 -0 64 2 24 0 29 WS -1 12 6 18 0.18 5 21 6 63 0 79 0 71 2 24 0 32 2 4 WP 0 93 3 15 0 30 -4 34 6 88 0 63 -0 74 2 24 0 33 WS -1 03 3 15 0 33 4 81 5 00 0 96 0 82 2 24 0 37 3 1 WP -0 03 3 15 0 01 0 00 6 88 0 00 0 00 0 06 0 00 ws -0 03 3 15 0 01 0 00 6 88 0 00 0 00 0 06 0 00 Page 55 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Cat Care Date 4/6/2005 Designed IN :x~;$(:<' Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Flush Girt Design Report 4/ 6/05 9 44arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 3 WP 0.85 3 15 0 27 -1 73 6 88 0 25 -0 22 1 88 0.12 WS -0 95 3 15 0 30 1. 92 6 16 0 31 0.24 1 88 0 13 3 4 WP 0 84 3 15 0 27 -3 28 6 88 0.48 -0 39 1 88 0.21 WS -0 93 3 15 0.29 3 64 5.79 0 63 0 44 1 88 0.23 4 1 WP 1 21 6 18 0.20 -5 64 8 91 0 63 -0 77 2.24 0 34 WS 1 34 6 18 0.22 6 25 6 63 0 94 0.86 2.24 0 38 4 2 WP 1 07 6 18 0 17 -5 01 8 91 0 56 -0 69 2 24 0.31 WS 1.19 6 18 0.19 5.56 6 63 0 84 0 76 2.24 0 34 4 3 WP 1 01 6 18 0 16 -4 70 8 91 0 53 -0 64 2 24 0.29 WS 1 12 6 18 0 18 5 21 6.63 0 79 0 71 2 24 0 32 4 4 WP 0 93 3 15 0 30 -4.34 6 88 0 63 -0 74 2.24 0 33 WS 1 03 3 15 0 33 4 81 5 00 0 96 0 82 2.24 0 37 5 1 WP -1 24 16 30 0 08 -5 94 13 98 0 42 -0 62 2 30 0 27 WS -1 37 16.30 0 08 6 58 8 64 0 76 0 68 2 30 0.30 5 2 WP 1 10 6 18 0 18 -5 28 8 91 0 59 -0.76 2 30 0 33 WS -1 22 6 18 0.20 5.85 6 12 0.96 0 84 2.30 0.37 5 3 WP 1 03 6 18 0 17 -4 95 8 91 0 56 -0 71 2.30 0.31 WS -1 15 6.18 0 19 5 48 6 12 0 90 0 79 2 30 0.34 5 4 WP 0 79 3 15 0 25 -3 78 6 88 0 55 -0 68 2 30 0 30 WS -0 88 3 15 0.28 4 20 4 69 0 90 0 75 2 30 0 33 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Door Jamb & Header Summary 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ JAMB/HEADER LAYOUT Bay Member Id Id Member Size Member Length Member Weight Page 56 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed By IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Door Jamb & Header Summary 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 Jamb-L 8cl4 18 00 68 9 Jamb-R 8c14 18.00 68 9 Header 8cl4 14 00 53 6 STRENGTH/DEFLECTION Bay Member Ld ----Shear(k )---- ---Moment (f-k )-- Mom+ Deflect (in) Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow ------ ------ ------ 3 Jamb-L WP -0 59 6 18 0 10 -1 09 9 36 0.12 0 01 -0 02 0 88 WS 0 65 6 18 0 11 1 19 7 72 0.15 0.01 0 03 0 88 Jamb-R WP -0 59 6 18 0 10 -1 09 9 36 0 12 0 01 -0 02 0 88 WS 0 65 6 18 0 11 1.19 7 72 0 15 0 01 0 03 0.88 Header WP -0 30 6 18 0 05 -1 06 9 36 0.11 0 01 -0 08 1 68 WS 0 33 6 18 0 05 1 17 7 87 0.15 0.01 0.09 1 68 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Endwall Diagonal Bracing Summary 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING Panel Shear Allow Calc 100 0 48 4 DIAGONAL BRACING REQUIRED Bay Level ------Diag_ Brace----- Id Height Type Size Part ------ ------ -------- 2 12 00 C 0 312 5/16 Cab 25 41 C 0 312 5/16 Cab Brace_Tension(k ) ----Wind---- ---Seismic-- Max Calc Allow Calc Allow UC 2 55 2 67 5 60 5 60 4 52 4 74 5 60 5 60 o 81 o 85 COLUMN BASE REACTIONS Bay Col Wind Max Id Id Horz Vert(+/-) Seismic Max Horz Vert (+/-) 2 2 2 3 -2 18 2 18 2 86 2 86 -3 87 3 87 5 07 5 07 Page 57 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Wall Panel Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA Bay Part Type Gage Yield -------- 5 PBR PR 24 00 50.0 MOMENTS & DEFLECTION ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Ict Calc Allow DC Calc Allow DC Calc Allow UC 1 7 33 WP 128 4 230.0 0.56 -121 5 215 7 0 56 -0 38 0 73 o 52 WS -139 0 215 7 0.64 131 6 230 0 0 57 o 41 0 73 0.56 2 4 67 WP 128 4 230 0 o 56 11 8 230 0 0 05 0.05 0 47 0.11 WS -139 0 215 7 o 64 -12 8 215 7 0 06 -0 06 0 47 o 12 3 6 00 WP 72.3 230 0 o 31 -59 0 215 7 o 27 -0 12 0 60 0.19 WS -78 2 215 7 0.36 63.8 230 0 0.28 o 12 0 60 o 21 4 4 00 WP 72 3 230 0 o 31 -4 3 215 7 o 02 o 01 0 40 o 02 WS -78 2 215 7 o 36 4 6 230 0 o 02 -0 01 0 40 o 02 5 3.65 WP 30 4 230 0 0.13 -30 7 215 7 o 14 -0 02 o 37 o 07 WS -32 9 215 7 o 15 33 2 230.0 o 14 o 03 0.37 0.07 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Endwall Design Warning Report 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 05-6322 Endwall Weight Summary 4/ 6/05 9 44am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING Total Column Weight 1861 09 Page 58 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ============================================================================== 05-6322 Endwall Weight Summary 4/ 6/05 9 44am ============================================================================== Total Rafter Weight 943 26 Total Girt Weight 1257 84 Total Door Jamb Weight 191 50 Total Bracing Weight 12 91 Total Clips Weight 72 60 -------- Total Endwall Weight 4339 21 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Rigid Frame Design Code 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel WS AISC89 AISI89 BUILDING CODE Wind Code Year Seismic Zone Seismic Coef IBC 03 D 1.21 MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel 29000 ( ks i 29000 (ksi ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Transverse Stiffener Report 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- No Stiffeners Required ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Base Plate and Anchor Bolt Design 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- BASE PLATE & BOLT SIZE- --Column Base-- Loc Typ Depth --Plate Size(in)-- Width Length Thick --Bolts (A36 )- Row Diam Gage Left P Right P 12 8 12 8 7 0 13 50 7 0 13 50 o 500 o 500 2 0 875 2 0 875 4 00 4 00 b,' r ;:WY ::~;.",%\\. Customer I Brown's Car Care Project Browns Car Care Location Job No Page 60 Of 70 05-6322 4/6/2005 Date Size 94 x 39 8 x 24 Designed By! IN Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Base Plate and Anchor Bolt Design 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- BASE REACTIONS Column -Max_Comp- -Max Tens- Lac Ld Fy(k ) Ld Fy(k ) ------ ------ --- ------ Left 1 32 8 18x -17 2 Right 1 32 8 19x -17 .2 -Max Shear Ld Fx (k ) -Weak Axis-- Tens Moment 1 1 21 5 21 5 o 0 o 0 o 0 0.0 x Loads shown are full loads Design results are adjusted for wind strength factor (1 333) WELDS Outside Flange To_Base Inside_Flange_To_Base -----Web To Base----- Base Shear (k/in ) Shear(k/in ) Shear (k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow Left 0 188 F1 0 92 2 78 0 188 F2 0 46 2.78 0 188 F1 1 79 2 78 Right 0 188 Fl 0.92 2 78 0 188 F2 0 46 2 78 0 188 Fl 1 79 2 78 =============================================================================== 05-6322 Bolted-End-Plate Design 4/ 6/05 9'44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Splice Member Web -Splice(in)- Ten ---Load(k ,f-k )-- ----Bolts (A325 )----- Id Typ Lac Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage ------ ------ 1 PEE 1- 2 50 00 7 0 0 750 Top 1 24 27 384 2 0 875 4.00 3 50 Bot 2x -8 -10 145 2 0 875 4.00 3 50 2 -EE 2- 3 20 00 7 0 0 500 Top 15x 7 7 55 2 0 750 4 00 3 50 Bot 16x 5 1 48 2 0 750 4 00 3 50 3 -EE 3- 4 28 10 7 0 0 750 Top 2x -8 0 42 2 0 750 4 00 3 50 Bot 1 22 0 155 2 0 750 4 00 3 50 4 -EE 4- 5 20 00 7 0 0 500 Top 14x 7 ""'6 51 2 0 750 4 00 3 50 Bot 17x 5 -1 50 2 0 750 4 00 3 50 5 PEE 5- 6 50 00 7 0 0 750 Top 1 24 -27 384 2 0 875 4 00 3 50 Bot 3x -8 10 145 2 0 875 4 00 3 50 Project Browns Car Care Job No I Date Page 61 Of 70 05-6322 Customer Brown's Car Care 4/6/2005 Size 94 x 39 8 x 24 Designed B IN Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Bolted-End-Plate Design 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- x Loads shown are full loads Design results are adjusted for wind strength factor (1 333) WELDS ------ Outside Flange To Bep Inside Flange_To_Bep -----Web_To_Bep------ Splice Shear (k/in ) Shear(k/in ) Shear (k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 6 59 4 64 F2 1 86 2 78 0 188 F2 0.27 2 78 1 R 6 59 4 64 F2 1 86 2 78 0 188 F2 0.27 2 78 2 L 1 77 2 78 F2 1 56 2.78 0 188 F2 0 12 2 78 2 R 1 77 2.78 F2 1. 56 2 78 0.188 F2 0 12 2 78 3 L 0 96 2 78 F2 4 74 4 64 0.188 F2 0 01 2 78 3 R D 96 2 78 F2 4 74 4 64 0 188 F2 0 01 2 78 4 L 1 65 2 78 F2 1. 60 2 78 0 188 F2 0 12 2 78 4 R 1 65 2 78 0 F2 1 60 2 78 0 188 F2 0 12 2 78 5 L 6 59 4 64 0 F2 1 86 2 78 0 188 F2 0 27 2 78 5 .R 6 59 4'-6.4. 0 F2 1. 86 2 78 0 188 F2 o 27 2 78 --'--''"'-::::::- *WARNING ~LTCrte -we..J rl Si z~ Of::~ wi cJl#e--ev -:). 'IT;''',',. S '.1( (j (g-;J (, VU(j,\C~ 1JRF =- t:I, rf'lJ: (? ========================================================Jl~~~~J~~~~~~~~~===== 05-6322 Stiffener Report 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiffener Yield = 50 0 (ksi STIFFENER SIZE ----Stiffener--- Location No Web Depth -Stiffener_Size (in)- Width Thick Length Left Col Right Col 1 40 00 1 40 00 3 00 3 00 o 250 o 250 40 00 40 00 Page 62 Of 70 :,\ Customer Brown's Car Care Job No 05-6322 Browns Car Care Date 4/6/2005 Designed IN $x;,~)$, . Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Stiffener Report 4/ 6/05 9'44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- STIFFENER DESIGN Stiffener Location ---Tension(k )---- Load Calc Allow -Compression(k )-- Load Calc Allow Max DC Left Col Right Col 2 3 20 7 20.7 91 9 91 9 1 1 55.5 55 5 85 6 85 6 0.65 o 65 WELDS Stiffener Location ---Stiff To_Flg/EP--- Shear(k/in ) Size Typ Calc Allow -----Stiff To Web---- Shear(k/in ) Size Typ CalcAllow Left Col Right Col o 188 o 188 F2 F2 1 72 1. 73 2 78 2 78 o 188 o 188 F1 F1 o 69 o 69 2 78 2 78 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Flange Brace Report 41 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Flange Brace Yield= 36 0 ksi Girt/Purlin Yield= 55 0 ksi Flange Brace Bolt = 0.500 (Gr8 8 ) Surf No Web Brace Brace Conn Id Brace Loc Side Part Depth Dist Force DC UC -------- ------ ------ ------ 1 3 1 2 L2X2X1/8 22 55 30 00 0 71 0 22 0 18 2 2 L2X2X1/8 29 27 30 00 0 93 0 31 0 24 3 2 L2X2X1/8 37 91 30 00 1 14 0 42 0.29 2 6 1 2 L2X2X1/8 47.57 30 00 0 94 0 41 o 24 2 2 L2X2X1/8 39 48 30 00 0 71 0 26 0 18 3 2 L2X2X1/8 31 40 30 00 0 47 0 16 0 12 4 2 L2X2X1/8 23 31 30 00 0 25 0 08 0 06 6 2 L2X2X1/8 22 65 30 00 0 10 0 03 0 03 Customer Brown's Car Care Job No Page 63 Of 70 05-6322 4/6/2005 Browns Car Care Date Designed By IN Checked By Size 94 x 39 8 x 24 05-6322 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Flange Brace Report 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 3 6 4 3 8 2 L2X2X1/8 25 98 30 00 o 15 0.05 o 04 2 2 L2X2X1/8 25 92 30 00 0.15 o 05 o 04 4 2 L2X2X1/8 22.50 30 00 0.10 o 03 0.03 6 2 L2X2X1/8 24 22 30 00 o 24 o 07 o 06 7 2 L2X2Xl/8 32.03 30 00 o 46 o 15 0.12 8 2 L2X2X1/8 39 84 30.00 o 70 o 26 0.18 9 2 L2X2X1/S 47.65 30 00 o 94 o 41 o 24 1 2 L2X2X1/8 22.55 30 00 o 71 o 22 o 18 2 2 L2X2X1/8 29 27 30.00 0.93 0.31 0.24 3 2 L2X2X1/S 37 91 30 00 1 14 0.42 0.29 05-6322 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Weld Report. Web To Flange 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ----Max Weld Shear----- -------Weld Provided------ - Member Segment Section Load Shear Size Shear No Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- ------- ------ ------- ------- 1 1 1 1 1 35 0 188 2 78 F 1 2 2 10 1 0 50 0.188 2 78 F 1 3 3 11 1 0.60 0 188 2 78 F 1 4 4 22 1 0 59 0 188 2 78 F 1 5 5 23 1 0 49 0.188 2.7S F 1 6 6 32 1 1 35 0 188 2 78 F 1 05-6322 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Special Segment Report 4/ 6/05 9 44am =============================================================================== FLANGE PLATE (a) Locate Lt Col Rt Col --Initial-- Width Thick (in) (in) -Required-- Width Thick (in) (in) 7 0 0 375 7 00 375 7 0 0 375 7 0 0 375 Customer Brown's Car Care Job No Page 64 Of 70 05-6322 4/6/2005 IN Project Browns Car Care Location Date (a) DS_BUILD(frame37)=2 Size 94 x 39 8 x 24 s.ee help Designed Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Deslgn Summary Report 4/ 6/05 9 44am ----------------------~-------------------------------------------------------- ------------------------------------------------------------------------------- FRAME. Id Type Line 1 RF Id= 2 MEMBERS Mem Segl Flange I Web_Depth I Plate_Thickness I Max_UCV I Max UCO I Max UCI Id Id I Len WidlStrt Endl Web O-flg I-flglld Ld Ucvlld Ld Ucolld Ld Uci 1 1 23 4 7 0 12 0 40 0 o 250 o 375 o 375 5 1 o 61 5 1 o 82 5 1 1 01 2 2 18 9 7 0 50 0 20 0 o 250 0.375 0.375 6 1 1 00 6 1 o 59 6 1 o 82 3 3 24 6 7 0 20 0 28 0 0.188 o 375 o 375 11 1 o 55 14 1 o 83 15 1 0.54 4 4 23.9 7 0 28 0 20 0 o 188 0.375 0.375 22 1 0.54 19 1 0.84 18 1 o 54 5 5 19 5 7.0 20 0 50.0 o 250 o 375 o 375 27 1 1 00 27 1 0.59 27 1 o 82 6 6 23 4 7 0 40 0 12 0 o 250 o 375 o 375 28 1 0.61 28 1 o 82 28 1 1. 01 LOAD COMBINATIONS 1 - DL+CL+LL WEIGHTS Member 1 2 3 4 5 6 ---------- Weight (lb) 977 900 814 791 931 977 Total Weight (lb) Frame Members 5390 Interior Col 0 Conn Plates 552 Base Plates 27 Trans Stiff 0 -------- 5969 Page 65 Of 70 :>1 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed By! IN ~';\ Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Summary Report 4/ 6/05 9'44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- REACTIONS (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- - Id Fx(k )~ Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ------ ------- ------- ------- ------ ------- ------- ------- 1 21 50 32 80 0 00 0.00 -21. 50 32 80 0 00 0 00 2 -9 14 -10.52 0 00 0 00 1 52 -5 72 0 00 0.00 3 -1. 53 -5 73 0 00 0 00 9 15 -10.51 0.00 0 00 4 15.70 25 25 0.00 0 00 -19.51 27 65 0 00 0 00 5 19 51 27 64 0 00 0 00 -15.70 25.25 0 00 0 00 6 -1. 22 1.23 0 00 0 00 -6 41 6 03 0 00 0 00 7 6 40 6 02 0 00 0 00 1.22 1 24. 0 00 0 00 8 -6 92 -4 07 0 00 0 00 -0.71 0 73 0 00 0 00 9 0 70 0 72 0 00 0 00 6 93 -4 07 0 00 0 00 10 16 81 28 47 0 00 0 00 -20 63 30.87 0 00 0 00 11 20 62 30.87 0 00 0 00 -16 81 28 47 0 00 0 00 12 1 01 7 68 0 00 0 00 -8 64 12 48 0 00 0 00 13 8 63 12 47 0 00 0 00 -1 00 7 68 0 00 0 00 14 1 99 8 58 0 00 0 00 -11 02 12 81 0 00 0 00 15 10 99 12 80 0 00 0 00 -1 96 8 58 0.00 0 00 16 0.35 5 88 0 00 0 00 -9 38 10 11 0 00 0 00 17 9 35 10 10 0.00 0 00 -0 32 5 89 0 00 0 00 18 -1 87 -17.21 8 66 0 00 1. 87 -17 20 8 66 0 00 19 -1 87 -17 21 8 66 0 00 1 87 -17.20 8 66 0.00 20 19 34 21 90 4 33 0 00 -19.34 21 91 4.33 0 00 21 19 34 21 90 4 33 0 00 -19.34 21 91 4 33 0.00 22 6 06 -5.46 8 66 0 00 -6 06 -5 45 8 66 0 00 23 6 06 -5 46 8 66 0 00 -6 06 -5 45 8 66 0 00 DEFLECTIONS (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan --------- 1 -0 45 0 41 -4 30 2 0 39 0 24 0 76 3 -0.23 ,...0 38 0 76 4 -0 24 0 50 -3 68 5 -0 54 0 20 -3 68 6 0 22 0 39 -0 83 Page 66 Of 70 CUstomer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Summary Report 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 7 -0 40 -0 23 -0 83 8 o 33 0 29 0.20 9 -0 28 -0 33 0.20 10 -0.26 0 53 -3 96 11 -0 57 0 22 -3 96 12 0.16 0 44 -1 38 13 -0 45 -0 18 -1 39 14 1 20 1 46 -1 28 15 -1 47 -1 22 -1 30 16 1 24 1 43 -0 96 17 -1 44 -1 25 -0 98 18 o 05 -0 05 o 59 19 o 05 -0 05 o 59 20 .,..0 40 0.36 -3 76 21 -0 40 o 36 -3 76 22 -0 11 o 10 -1 00 23 -0 11 o 10 -1 00 DEFLECTIONS RATIO Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan --------- 1 617 689 262 2 726 1178 1487 3 1216 741 1492 4 1192 557 306 5 516 1437 306 6 1284 721 1358 7 704 1231 1354 8 846 981 5516 9 983 848 5590 10 1068 532 285 11 491 1281 285 12 1712 642 814 13 619 1557 813 14 233 192 878 15 190 230 866 16 226 196 1177 17 194 224 1156 Page 67 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 {:. Location Designed IN '~XA.'\(~ Size 94 x 398 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Summary Report 4/ 6/05 9 44am =============================================================================== 18 5150 5963 1908 19 5150 5963 1908 20 699 777 299 21 699 777 299 22 2479 2710 1130 23 2479 2710 1130 MAX DEFLECTION Type Deflect Span/Deflect Limit Live Vertical Horizontal Drift -3 18 -1 47 355 190 180 60 P-DELTA CHECK ---------Design_Load---------- Load P,Axial Moment Deflect Id k f-k in Cd Stability_Coeff Calc Limit Left Column Right Column 16 17 5 13 5 14 7.50 -6 89 1 236 -1 246 3 00 3 00 o 023 o 026 o 500 0.500 =============================================================================== 05-6322 Flange Hole Check 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- =============================================================================== 05-6322 Rigid Frame Clearances 41 6/05 9 44am =============================================================================== VERTICAL CLEARANCE Location Span X Coord y Coord ------- -------- -------- 19'05-02" 4'00-10" 19'05-02" 19'05-02" 89'11-06" 19'05-02" 24'10-02" 47'00-00" 24'10-02" Left Col Right_Col Midspan Page 68 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39 8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Rigid Frame Clearances 4/ 6/05 9 44am =============================================================================== HORIZONTAL CLEARANCE Location Span X Coord1 X Coord2 Left Col - Right_Col 85'10-11" 4'00-10" 89'11-06" ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Rigid Frame Design Warnings 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- WARNING Splice # 1 Inadequate Weld r) Splice # 3 Inadequate Weld r~ Splice # 5 Inadequate Weld ~ ."'t~~ OK.. ~<2e (~ bl WARNING WARNING " Page 69 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Location Designed IN Size 94 x 39.8 x 24 Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 05-6322 Design Warning Summary 4/ 6/05 9 44am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- DESIGN CONTROL LEFT ENDWALL WARNING Moment Column/Rafter Calc > Allowable WARNING Column/Rafter Axial+Moment Calc > Allowable WARNING Column/Rafter Deflection Calc > Allowable WARNING Splice Dia < Required WARNING Splice Thick < Required FRONT SIDEWALL No Warnings RIGHT ENDWALL No Warnings BACK SIDEWALL No Warnings ROOF Page 70 Of 70 Customer Brown's Car Care Job No 05-6322 Project Browns Car Care Date 4/6/2005 Desi.gned IN Si.ze 94 x 39 8 x 24 Checked By J $>';Y'$: ------------------------------------------------------------ No Warnings COMPONENT ------------------------------------------~----------------- No Warnings PARTITION WALL ------------------------------------------------------------ No Warnings SOLDIER DESIGN ------------------------------------------------------------ No Warnings CRANE DESIGN -------------------------------------------~---------------- No Warnings RIGID FRAME #1 ------------------------------------------------------------ WARNING Inadequate Weld WARNING Inadequate Weld WARNING. Inadequate Weld GENERAL NOTES Size I"I9t. Efrec:t1ve S I. PRODUC.T C.ERTIFIC.ATON5 ZEE SECTION t '3 .. R Area Per D B Foot I, :.. APPROVED FABRIc:.ATOR OF F'REFAeRIc:.ATED euU.DIN605 l COMPONENTS. REF ,c:.BO Fl:EPORT NO FA-405 PROPERTIES :2. MATERIAL5 5PEC.IFIC.ATION A5TM DE51c5>NATION YIELD 5TRENc5>TH In. In. In. In. Dea. In. In. :r W::>. In. In! FL.AT BAR A-52q FY . 50 ICSI MIN 10 3~5 .105 1.021 SO.OO 3/16 1.&:10 6.431 2aS46 5.046 STEEL. Pt..ATE ,0..5'10 FY . SO ICSI MIN rI .0'15 Oq'10 SO.OO 3/16 I.3SO 4,Sq4 Iq ..sss 3.303 HOT-ROL.L.ED MIL.L. SHAPES A-'l<l2 FY . SO ICSI MIN c:.oNN. FLATES A-52q FY . SO ICSI MIN "1.0 :2~5 .IOS 1.0:21 SO.OO 3/16 1.5'15 5.35"l la.lS6 4.035 BRAc:.E RODS ,0.-96 FY . 96 ICSI MIN .0"10 Oqq6 SO.OO 3/16 I.3SO 4,Sq4 15.6:25 3.4':2 c.ot..D.FOFl:MED L.ICSHT 6A6E SHAPES ,0.-5'10 FY . 55 ICSI .0'5 Oq,O SO.OO 3/16 1.1:25 3.a:2a 13,010 :2.aS6 ROOF AND 1'IAl..L. SHEETIN6 IR F'ANEW A-"1<l2-qo4 FY . &0 ICSI 16R.ADE E) .060 Oq44 SO.OO 3/16 oqoo 3.062 10454 :2.055 ROOF SHEETIN6 ISTANDIN6 SEAMJ ,0.-446-'16 FY . SO ICSI ICSoRAOE DJ ~ BOL. TS TYP ,0.-6251'1 a.o :2.'5 .105 1.0:21 SO.OO 3/16 1.5'5 5.ss<1 15.331 3.ao:2 1/:2" ~ BOL. TS CSoRAOE 5 .0"10 Oqq6 SO.OO 3/16 I.3SO 4,Sq4 13~01 3.0'4 3. PRIMARY 5T1Wc.i1.JRAL PAINT l..LI .0'5 Oq,O SO.OO 3/16 1.1:25 3.a:26 11.04"1 :2.433 .060 Oqq4 SO.OO 3/16 Oqoo 3.062 6.65"l 1.a61 ENAMEL.. MEDIUM <SoRAY 4 5EC.ONDARY 5TRUC.TURAL GOATINc5> 6.0 2.so .060 oq"l4 SO.OO 3/16 0'20 :2.4SO 4.020 1~35 FORMED FROM "'A!. V ANIZED F'Fl:ODUc. TS I/S>60J 5. ElUILDEIVC.ONTRAC.TOR OR AlE FIRM RESPONSISILITIE5 CEE SECTION Size I"I9t. Efrec:tive S F'AC-IFIc:. eulL.DIN6 SYSTEMS STANDARD F'Fl:ODUc.T Sf'ECIFlc:.ATIONS FOR DESI6N, FAeRICATION, t '3 .. R Area Per GlIJALITY c:.RlTERIA. STANDARDS AND TOL.ER.ANCeS SHALL. 6OVEFl:N THE 1'iORIC. UNL.E5S STIPUL.ATED PROPERTIES D B Foot I, :.. OTHEFl:i'IISE IN THE GONTFl:ACT DOCUMENTS. In. In. In. In. Dea. In. In. :t W::>. In. In,- IN CASE OF DISCREF'ANc:.IES BETl'EEN PAC-IFIc:. eulL.DIN6 SYSTEMS STFl:IJC. TlJRAL. PL.ANS AND Pt..ANS FOR OTHER TRADES, THE F'ACIFlc:. eulL.DIN6 SYSTEMS Pt..ANS SHAL.L. 6OVEFl:N. t'J 10 3~5 .105 1.166 qo.oo 3/16 1b'l0 6.431 2a.loo 5,452 .0'5 1.0"13 qo.oo 3/16 I.3SO 4,Sq4 20.0a3 3.5'4 IT IS THE RESPONSIBIL.IT'1" OF THE eulL.DEIVGON'lRACTOR TO OBTAIN APPFl:OPRIATE APf"ROVAl.S AND NECESSARY PERMITS FROM c:.1T'1" c.ouNT'1" STATE, OR FEDERAl.. A6ENc:.IES. AS Fl:EGlUIFl:ED q.o :2~5 .105 1.166 qO.oo 3/16 1.5'5 5.35"l 1"61 3.q4' .0"10 1.130 qo.oo 3/16 I.3SO 4,Sq4 15.305 3.401 AfOlOROVA!. OF F'ACIFIC eulL.DIN6 SYSTEMS DRAi'lIN605 CONSTIlVTES THE eulL.DEIVGON'lRACTOR OR AlE FIRM .0'5 1.0"13 qo.oo 3/16 1.125 3.a26 1:2.a20 :2.fiOO ACCEf'TANc:.E OF THE F'ACIFIc:. eulL.DIN6 SYSTEMS INTERPRETATION OF THE CONTRACT .060 LOS' qO.oo 9/16 O.qoo 3.069 10~6' 2.034 ONc:.E THE eulL.DEIVCONTRACTOR OR AlE FIRM HAS Si6NED F'AC-IFIC eulL.DIN6 SYSTEMS APf"ROVA!. a.o 2.'5 .105 1.166 qO.oo 3/16 1.5'5 5.35"l 14.q66 3.'4' F'AC-ICA6E, CHAN6ES FROM THE CON'IRAC T BY THE eulL.DER iI'IlL.L. BE BIL.L.ED TO THE eulL.DEIV l..LI .oqO 1.130 qo.oo 3/16 I.3SO 4,Sq4 1:2.q:22 3.22' CON'lRACTOR FOR MATERIA!., EN6INEER.lN6, AND HANDL.IN6 FEES. SUCH CHAN6ES MAY c:.AlJSE THE .0'5 1.0"13 qo.oo 3/16 1.125 3.a26 10.a30 :2.563 F'Fl:O.JECT TO BE MOVED FROM THE FABRICATION AND/OR SHIF'F'IN6 SCHEDUl.E. A F'ENAl..T'1" FEE MAY .060 l.os, qO.oo 3/16 o qoo 3.063 6.526 I.q34 BE C.HAMED IF THE F'Fl:OJECT MJST BE MOVED FFl:OM THE FAeRIC.ATION AND/OR SHIPPlN6 SG.HEDUL.E, AS L.0N6 AS F'ACIFIC. elUlL.DIN6 S'1"STEMS DeSI6N AND DETAIL.IN6 AF'l"ROACH COMPt..IES iI'OTH THE 6.0 2.so .060 LOS' qo.oo 3/16 o ':20 :2.4SO 3."104 I ~O"I CON'lRACT THE eulL.DElVc.oNTR.ACTOR OR AlE FIRM IS Fl:ESF'ONSIBl..E FOR THE OVEAAL.L. F'Fl:O.JECT COORDINATION ALL. INTERFACE AND COMPATIBIL.IT'1" CONCEFl:NIN6 ANY MATERIALS NOT FURNISHED BY F'ACIFIC. eulL.DIN6 S'1"STEMS ARE TO BE c:.oNSIDEFl:ED AND COORDINATED BY THE eulL.DEIVCONTRACTOR OR AlE FIRM. THesE PACIFIC. eulL.DIN6 SYSTEMS A5!lUMF'TIONS SHAL.L. 6OVEFl:N UNL.E5S Sf'EC.IFIC DESI6N CRITERIA CONCERNIN6 THIS INTERFACE BETl'EEN MATERIALS IS FURNISHED AS F'ART OF THE CON'lRACT THE eulL.DElVc.oNTR.ACTOR IS R.J:SI"ONSlBl..E TOlteURE THAT AL.L. OTHER F'Fl:OJEC.T Pt..ANS AND Sf'EC.IFIC.ATIONS GOMPt.. Y iI'IlTH THE AF'f'LIC.ABl..E Fl:EGlUIREMENre OF ANY 6OVERNIN6 eulL.DIN6 AUTHORITIES. SUI"PI.. YIN6 SEALED EN6INEER.lN6 DESl6N DATA AND DRAi'IIN605 FOR THE F'ACIFIC. eulL.DIN6 SYSTEMS eulL.DIN6 DOES NOT IMPL.Y OR GONSTllVTE AN A6REEMENT THAT F'ACIFIC. eulL.DIN6 S'1"STEMS OR ITS DESI6N EN6INEER IS AC TIN6 AS THE EN6INEER OF RE~ OR DESI6N F'Fl:Of'ESSIONAl.. FOR. THE CON- STI'llJC,TION F'Fl:OJEC.T THESE DRAi'IIN605 AND DeSI6N DATA ARE SEA!.ED AS TO THE S~TlJRAL. S'1"STEM FURNISHED BY F'ACIFIC. ElU1L.DIN6 S'1"STEMS IN GOMPt..IANc:.E iI'IlTH Al.L. Fl:EGlUIREMENTS OF THE GON'IRAC T THE eulL.DEFl:ICONTRACTOR. IS RESf'ONSIBl..E FOR. SETTIN6 OF ANCHOR. BOl.TS AND eReC.TION OF STEEL. elUlL.DIN6 GOMF'ONENTS IN ACGORDANCE iI'OTH F'AC-IFIC eulL.DIN6 SYSTEMS "FOR. GONS~TION" DRAI"lIN605. TEMF'OR.AR.Y 5UF'F'OR.TS OR. BRAc:.1N6 REGlUIRED FOR. THE eulL.DIN6 EFl:EC TlON iI'OL.L. BE THE RESF'ONSIBIL.ITY OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTAl.L.. 6 A-3:25N SOL T TI<7HTENINc5> REGlUIREMENTS I 36' c.oveRA6E , I : 12" 'I --!- NOTE, MINOR RIBS NOT SHOII'IN ::;;t PANEL. TYPE THIC. I"IT IN. 26 GAGE R PANEL SEC TION PROPERTIES SUPER-SPAN PBR-36 HI-RIB II "I1JRN-OF-NUT Tl6HTENIt06 MAY BE USED iI'OTH 'IURN-oF-NIT TI6HTENIN6, HARDENED I'lASHERS ARE NOT REGlIJIRED BOL. TS SHAL.L. BE INSTAl.L.ED IN Al.L. HOL.ES OF THE CONNECTION AND BROUeH'T TO A ~.TI~T CONDITION. "SN.lcSo TI6HT" IS DEFINED AS THE TI~TNESS THAT EXISTSII'IHEN THE f'l..IES OF THE .JOINT ARE IN FIRM CONTACT THIS MAY BE ATTAiNED BY A FEiI'I IMF'ACTS OF AN I_ACT I"RENCH OR THE TI~TENIN6 A PERSON CAN ACHIEVE iI'IlTH RJl.L. STREN6TH iI'IlTH AN ORDINARY SPUD i'RENc:.H. ~ TICSoHTENIN6 SHAL.L. F'R06Fl:ESS SYSTEMATICALL.Y FROM THE MOST RI61D F'ART OF THE CONNEC.TION TO THE FREE EP6ES, AND THEN THE BOt. TS OF THE C.ONNEC.TION SHAl.L. BE RETI~TENED IN A SIMIL.AR S'1"STEMATIC MANNER AS NECESSARY UNTIL. ALL. BOt.TS ARE SIM.A..TANEOUSI...Y SNU6 TlCSHT AND THE CONNECTION SHAL.L. BE TI~TENED FURTHER BY THE Af'I"L.ICABl..E AMOUNT OF ROTATION Sf'EC.IFIED IN TABl..E BEL.OI"I. DURIN6 THE TI6HTENIN6 OPEAATION THERE SHAl.L. BE NO ROTATION OF THE PART NOT 'lURNED BY THE I"RENCH. TI~TENIN6 SHAL.L. F'R06Fl:ESS SYSTEMATICALL. Y FROM THE MOST RI61D PART OF THE .JOINT TO ITS FREE ED6ES. I' :24' COVERA60E , 1 \ ~ ~ /3 I. 163/4" .1 ~ -NUT ROTATION FROM 5NUt$o-TIcS+tT C.ONDITION DiSF'OSlTION OF ClIJT1:Fl: FAc.E OF SOL TED F'AATS PANEL. c5>A6E 26 Stee 24 st_ THK'II"IT IN. PSI' STANDING SEAM SECTION PROPERTIES BOL.T L.EN6TH (\JNDERSIDE OF HEAD TO ED6E OF BOL.TJ l.f' TO AND INc:UJDIN6 .. DIAMETERS OYeR 4 DIAMETERS evr NOTjlt:l 'l1.RN I I exc.eeDIN6 11> DIAMETERS FOR SOL TS INST Al.L.ED B'1" It:l 'l1.RN AND L.ESS. THE TOL.ERANCE SHAl.L. Be Pl..US OR MI>v.; 30 PE6REes. FOR BO\. TS INST Al.L.eD B'1" :2I!l "IlIRN AND Mt:lRe, THe TOL.eRANC.e SHAl.L. Be Pl..US OR MI>v.; o4~ PE6Ree5. IOOTH .~ ............. TO eoL T AXI5 ~ ".IlGe9 ~ NOT MORe THAN 1140.-..oM ~ TO THI!! 8C:lLT AXI!>> ceeveL!O r4A5I8t NOT U!IeD) OM!: ~AGe NOAMAL TO eoLT AXe AND OTHeR !lL.OPfS) HOT MORe THAN 1120 /llI!Va.B:> ~ ...". U91!l>J IJ2 'l1.RN ,01"15 1.01 .0240 1.24 216 'l1.RN 116 'l1.RN :2I!l 'l1.RN ~/6 'l1.RN 36" COVERA6E I M" I I-<tl 3/6' =:I g 6 A-;:l25.1'l-.OO.L T TIc5>HTENINc5> METHOD 4 INSPEC. TION - (OPTIONAL) BOX ~IB SECTION P~OPE~TI ES TI6HTENIN6 METHOD, - C.L.I UNDER THE BOL. T HEAD - "I1JRN THE NIT TO TI6HTEN HOiI'I TO ASSEMBL.E. - Cl.1 UNDER THE BOL. T HEAD; iI'IlTH EIUMf"S FACIN6 THE UNDERSIDE OF THE BOL. T HEAD - HOY'I TO TI6HTENED lGONT J 1Sf'INNIN6 C.AN i"IEAR DOI'IN THE ElUMf"SJ. - TI6HTEN THE NIT UNTIL. THE "'AP IS REPUC.ED TO 0.015 INc:.H. - IT IS IMF'ORTANT THAT THE BOt. TS AND i'lITS ARE CL.EAN AND I.UBRIC.ATED AS THEY iI'IlL.L. BE MJCH EASIER AND GlIJICoICER TO TI~TEN. HOiI'I TO INSf'ECT - USE A 0.015 INc:.H FEEL.ER 6A6E AS A "NO 60" INSf'ECTiON TOOL.. MAleE SURE THAT YOU TRY TO INSERT THE F'OINTED NOSE OF THE 6A6E INTO THE Of'ENiN6 BETl'EEN ANY TI"tO AD..JACENT FL.ATTENED BIA-IF'S. IF THE 6A6E DOES NOT ENTER THIS Of'ENIN6 - BIJT YOU CAN SEE THAT THERE IS A fi>AP - THE INSTALL.ATION IS fi>OOD AVEFl:A6E 6AP 1NSf'EC.TION Pone I c5>auge I Y'lt. Ixln. Sxln. Ixln. 5xln. psF Postlve 6endlng Negative 6ending 2'l Steel 01 0.0462 0.0443 0.0440 0.0611 26 Steel 0'l5 0.06'l2 0.065:2 0.014e 0.Oe16 24 StBBI 1.26 O.l11'l 0.1045 0.1231 O.l51'l ~ HARDENED FL.AT I'lASHER HOiI'I TO TI6HTEN - il'lHEN YOU TI6HTEN THE NUT HOL.D THE BOL. T iI'IlTH A HAND i'RENc:.H so THE BOL. T HEAD C.ANNaT SF'IN ON THE CL.I _....lIIOI'......,........",....,. ..............--....., ="--=--==- ,=.~--,._. ~~L ~_ I 1- - -- - - a::zJl1.""'......Af /lM'f ~ ONnec.a. ~'neDOLT . .~'t'....,~. o BUILDING INFORMATION JOS NUMSER. 05-b322 \) N N If\ II.. If\ Q ll... -D DEALER.. IJ) }- {) I "" L lD If\ ~"'''lNn~ (':./:::11'''' t".. n"e " D \) {) PROJEC. T "" }- LU lD ')l D LOC.ATION; Yelm JlljA LU \,) LU - l- I/) LU I/) lD DE5c.RIPTlON: "l4 x 40 x 24 SLOPE. 1.0: 12 <( ~ :I: <( {) D D \,) ll... .., LOADING INFORMATION ~ If ;n IT U1~ ~ w w I- . Z \f) ~2 )- :liD. \f)~ \i)~~ Z ...'- Il)IT D ';"~ ..J ~~ ~...\) [) 1o! \) n n a-~~ - ~ \)n. <( ~ t 0.. :Ie \l ii: \i < D. % \) \) N BLDe::. CODE IBC. 03 CLOSED/OPEN: C.losed EXP~RE. ~ VIlIND IMPORTANCE. 1.30 SEI5MIC ZONE/C.ATAe::.ORY --'2 SEI5MIC. IMPORTANCE. 1.00 SEI5MIC C.OEFF .J,;!IO DEAD LOAD: ~ LIVE LOAD: ~ ROOF SNOVIl LOAD: ---25 COLLATERAL LOAD:-2 Y'lIND LOAD: e5 (CA FOR UBC. S5xFA FOR IBC.) P5F + FRAME VIlT P5F P5F P5F MPH (P5F<=50) SHEETING TYPE AND COLOR ROOF: Mu11il0k-24 5tondlng Seam Panels 26 e::.oge e::.olvolume VIlALL. PR Panels 26 e::.OgB Surf Y'lhite Ac.c.ENT PANEL. Sox RIb Panels 26 e::.age Tahoe Slue ~IlAJI1!;. TRI MCOLOR e::.ASLE TRIM: Tahoe Slue EAVE TRIM: Tahoe Blue e::.UTTER TRIM: Tahoe Slue CORNER TRIM5\lr-f JiItllte JAMS TRIM: Sur-f l/IIhite DOV'lNSPOUT Sur-f JiItlite ROOF I"lALLS: PERMIT DRAWING~ ~ 6" R.einfor-c.ed (R-I"l) By PSS ~ 4" R.einfor-c.ed (R-13) By PBS INSULATION FACTORY LOCATED FRAMED OPENINGS LEFT ENDI"lALL. none FRONT SIJ:2E~LL"none RIe::.HT ENDI"lALL. ( I) 14 JIIj x 14 H SACd<._5IDEI-jAL.L" ( I) 6 r'., ~..,A J~-' iAl~-I~ JIIj x Ie H ACCESSORIES - INCLUDES LONe::. 5c.REY'l5 - ACCENT PANEL IS 26 go sox RIB - Tahoe Slue - THIS Y'lORK ORDER INLc::.LUDE5 ALL NEVIl MATERIAL5, EXISTINe::. ENDI"lALL MATERIALS VIlILL NOT SE RE-U5ED - (I) 30x10 INSULATED I"lALK DOOR.. - (I) 20 1/2"x20 1/2" F.O (e::.ABLE EXHAU5T FAN SY OTHERS) III C { \) ~ lD "'l {) ll! ll... l:' ';' ot~z~~ ~ \!! .... ((Hg U....~~ LU !!!IlIR~~ I/) :i~fh <( ~liH Il.. ll! LU If ;!;n>! > ~~~~~ {) dl. Mot \,) ~~~ ii <( I/) ~;;;Lg; Z ii~h ~ ~ :: n~~ E <( ~~~!!!~g \) ll! ~""o!:<-. D IIlJ. d'l }- .. rC\!!~ ll! 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"-~p ,;, \:.,It',.r.1 "'''~J ""'j ,J'>~ df-"'" "'~> ", -.,.. a:r~ """#' ~ ~ \!lJ Broll'lns Ctlfre Y81m Y'lA ANCHOR 60L T PLAN I '12'-0" (Hold This Dimension) )> )> -;1;- ;] X-6r'ClGing )> 0Ti ili 0Ti~ ili )> _0Ti [; ili ~ 1'-0 -0" ~ @ 1'1'-0" 1'1'-0" @ 16'_0" @ -- I @ --~ Dla= 1/e ('\ OJ -~ fOOl 1'1'-2" 5 THill DAAI11Nlt INCLUDINlt DElllGN PR1NCIPLEll. III THE PROPeRTY OF ~-T llTRUG TVIOf!ll. INC, AND !\HALL NOT Be IOEPRODlJG.eD GCPIED OR LOANED IN PART OR IN ~e rtITHOUT ~ITTeN PERMISSION, IT IS NOT TO Be USED IN ANY MA TreR THA T MAY c:.oNSTITlJrE A DeTRiMeNT DIFtec. TL '( OR INOlReG TL Y TO 1'RLIS5-T llTRUC nREll, INC, I'IOODElURN, OFlE:.:;ON '11011 PAC,IFIC, BUILDING SYSTEMS MANUFAGlUFlE:D BY TIWSS-T STRUGTUFlE:S, INC, PHONE: 503 / 'IElI-'ISElI 2100 N, PACIFIC HWr' o '~ H 1'-0" I X I ~ D (\ 5' j~ L t-. .~ @ 10 ,- 10 o ,- q ---~--------~ . . G 10" ~ !- o DATE: 41 5/05 DY'16 6'1" MSF CHECKED 6'1" FAGE, FI OF F2 JOB 10: 05-6922 ~ ~ t' -01.i.O"IN LINE H -tv H -tv F'RAMe LINE RI61D FRAME, MAX1MJM ReACTIONS, ANCHOR 6OL.TS, . eASE F'1.ATE& --------COOI...., _tlon6 II< )------- --............... ...-... ........-.. ...----- ..---...... F'Nn Cool L.DCId .......x V L.DCId "'"'In V Ant., Bolt BaN Plate (In! 6t'ClUt Line Line Id H Vmax Id H Vmln No D(1n! I"lId Len 1hk (In! ....- --........ -- ....--.... ............. -.. -.......... ............. --- -........ ........... -..--- -........ .......... 6 F' I :21.5 3:2.a :2 .....1 -10.5 4 0.a'15 '1.000 13.!lO 0.500 0.0 4 -I.q -1'1.:2 6 A 3 q.:2 -10.5 I -:21.5 !l:2.a 4 0.a'15 '1.000 13.!lO 0.500 0.0 I -:21.5 3:2.a 4 I.q -1,.:2 RI61D FRAME, FT_ Cool...., ----Dead---- L.1ne: L.iNt I-bt>lz Vrt 6 F' :2,<16 4.!le1 6 A -:2.<16 4.!le1 FT_ Coolurm --I"Ilnc:I_R:2--- L...... L...... _" V....t 6 F' -1.'16 -3_ 6 A q.!lel -&.65 6AS1Go c.oL.IJMN ReACTIONS II< ) -Go<>lIa_al- ----LIve---- --I"Ilnc:I_LI--- Hot"lZ V...t Hor"lz V....t Ho.....z V...t !l.l& 4,'1:2 15_ :2!l.!lO -11.60 -15.10 -5,1& 4,,:2 -15_ :25.!lO !l,q& -IO.so --I'IInd..RI--- _" V....t -5,q& -IO.so 11.61 -15.10 --L_lncCR-- _" V....t -4.55 -:21.'& 4.55 -:21,'1& --I"Ilnc:I_L:2--- Hor"'Iz v.,.t .....!leI -&.65 1.'15 -5_ ---LnSel&--- Horlz Vrt 0.00 .....51 0.00 .....51 -Se_"_L-- _tz V....t -!3.!3b -I.!leI -!l.!3& 1.!leI -se""'''_R-- Hor'lz v..t. 3.5b 1.!leI 3.s& -I.!leI --LnIOOllncCL-- _" V....t -4.53 -:21.'& 4.35 -:21,,& NOTES FOR REACTIONS ENDY'lALL COLUMN: ReACTIONS, ANGHOR 6OL.T:>, . eASE PLATES I, All loading c.ondltlOn6 are exc:mlned crld onloj maxitrU'n/mln_ H or V crld the c.on"eeporic:llng H or V are ".ported, 2. Pm.ttlve reac:.Uone. ere aa enor.n in the 6ketGh. Founc::Iation: lood6 cre In opp<>r>lte dir_tlon6, 3, Elt-a<.tng "'a<.tlon6 are In the plane of the ...ar.e "Ith the H pointing """"':l f'QITl tne ...ar.ed I:>cloj, The v....tlc.al ,,,,,,,,tlon 1& __d, 4, Building ,,,,,,,,tlon6 are _ on the '01l_1ng Ioulldlng ....ta. I"lIdth (It) 00 q4.o ~~.:t) t (,t) : :2:'~I:l4.o Roo' &~ (,"/1:2) 00 1.0/ 1.0 Deacl L.DCId (pe') 00:2.0 Coolla_al Load (pe' ) 00 5.0 Live Load (pe' ) 00 :20,0 ~ L.DCId (p6') 00 :25.0 I"Ilnc:I 5peec:I (mph ) 00 &5.0 I"Ilnc:I GoOe 00 lee. 0!3 E"""",""e 00 Go Got_Open 00 Go 1__ - I"Ilnc:I 00 1.!30 1...,.,.._ - Se_" 00 1,00 5e1Mnk:. Zone . D Se....." c.oePf (Fa"50) 00 1.:21 --- ------ ------------- CooIurm_Reac.tlon6 (~ )------------------- OUt-of-Plane ................... ...................................... F'nn Cool Dead Go<>II Live I"Ilnc:I-Le't I"Ilnc:I-R'9ht I"Id P I"Id & Ant., Bolt BaN Plate (In! 6t'ClUt L...... Line V....t V....t V....t rtoralz Vert _tzv....t Hor'lz fobo"lz NoD(In! I"lId Len 1hk (In! --- ....---- -..-.... ----- --...... ...................... ............................ ....................-- --.. ----- -........ ..---- ......-- ----- '1 A 0.5 0.5 :2.3 0.0 -:2.0 0.0 -1.:2 -I.q :2.:2 4 O,'1!lO '.000 &.500 0.3'15 0.0 , B 1.0 1.:2 5.a :2.:2 -"q 0.0 -:2,q -!3,q 4.3 4 O,'1!lO '1.000 1:2.so 0.3'15 0,0 , Go O.q O,q 4,4 0.0 -!l.6 :2.:2 -5.1 -!l.a 4.:2 4 O,'1!lO '1.000 1:2.so 0.3'15 0.0 , D Oq O,q 4,4 0.0 -:2.:2 0.0 -5.6 -!3.a 4.:2 4 O,,!lO '.000 1:2.50 0.3'15 0.0 , E 1.0 1.:2 5.a 0.0 -:2,q 0.0 -5.0 -3,q 4.3 4 O,'1!lO ,.000 1:2.50 0.3'15 0.0 , F' OS OS :2.3 0.0 -1.:2 0.0 -:2.0 -I.q :2.:2 4 O''1!lO'.ooo &.500 0.3'15 0.0 ENDY'lALL COLUMN: MAX1MJM ReACTIONS, ANGHOR 6OL.TS, . eASE F'1.ATES --------e.olurm Reac.tlon& (~ i------- ..........-...... .................-.............---......... F'nn Cool Load _ V Load "'""" v Anc" Bolt BaN Plate (In! 6r'ClUt L...... L...... Id H Vmax Id H Vmln No D(1n! I"lId Len Thk (In! ........... -.. -----.. ....-...... .... ----..... -..--..- ....... ----.. -........ ........... -..-..- ......... A 5 :2.:2 -1.5 6 -I,q -1.5 4 O,'!lO '.000 &.500 0.3'15 0.0 I 0.0 !3.5 B 5 4.5 -3,q 6 -!3,q -4.0 4 O,,!lO '.000 1:2.50 0.5'15 0.0 , 0.0 &" Go 5 4.:2 -:2,' 6 -3.a -:2.a 4 O,'!lO '.000 1:2.50 0.5'15 0.0 & 0,0 ,.a , 0.0 -4b , D q 4.:2 -:2,' 6 -!3.a -:2.a 4 O,,!lO '.000 1:2.50 0.5'15 0.0 I 0.0 6.:2 '1 E q 4.5 -4.0 6 -!l,q -4.0 4 O"!lO '.000 1:2.50 0.5'15 0.0 I 0.0 &.0 q 4.3 -4.0 F' q :2.:2 -1.5 6 -I,q -IS 4 O,'!lO '.000 &.500 0.5'15 0.0 I 0.0 53 BRACIN6 REACTIONS, PANEL SHEAR 5, Loading c.ondltlon6 are, I DL<GL+LL :2 DL...",-I !l DL+I"IRI 4 OL....L...nV<hdR 50 Dl....I"LI...re " OL.+I"'P..l...nt"'n:::tL. '1 DL<GL-SeI&L & DL<GL+SeI&L q DL.~I.rEt ANCHOR 60L T SUMMARY . _tlon6 (~ ) Cool --l"Ilnc:In- -Se""''''- L...... _. v....t _. Vert Panel - (1t>I/t) ---I"lall-- Loc. Line Glnt LOt. L_EI"I 5 F'_SI"I A R_EI"I '1 B_SI"I F' q.:2 6,1 6.1 q.:2 ~:ing&~t ~ B 1,,:2.:2 Go 1.':2.:2 6 is &" q.:2 o DIa (In! ~:J &,'1 4,' 4,' &" 04 DJ e:24 EI"I 0& RF' 11:2" 3/4- '/&" 1.50 :2,00 :2.50 N IL IL N Cl N m If\ Il.. N -Ol Q \I) }- IL I :L If\ If\ III Cl ...... D 't }- UJ D III Y.. UJ UJ ~ V \!) III I- UJ 0( Cl 0( I D D V Il.. J ;n d\ If <li IT .... en In~ U) w L -:i Z W~, ~ 1-11'I U)W )- ~ - U) ~ b .... r- \!) III ~ ~ ~ ~ D ~ ~ -I.... 0 ::; >- z' [Q III ~ Cl Cl [JjP 0~ ~ ~ ~ \l ii: \) ~ :i 8 N ~ci '; rlW ,. ~ U~~ i~~ U>-;~ Z !!!ll!~~\l 0( 3i~fH Q ...J L Il.. c~~;!; (1 I- ~~~:~ \l ...J If -,. L Cl z~;!;Q.,! () III !!l ~~~ V ~ ~~a~ III Cl I ~;~glz C"Lu ",~~jd ~ i.J;-<A VVI ~\I(-;:I~ ~ V 9~h'l! z ....i:?CI!i! 0( ~H!!!8~ Ii ~:n9!:o(-, -'j UJ ~i~nl UJ ...J Cl ...J 0( ~ I- UJ '" ~~~ Il.. i= D ~~3~ '" UJ r- <( Q D10= 3/4" Dlo= 3/4 Dlo= 1//!'J" I D10= 1/:2" I 1" I ~ I '1" I 1" I 'C I Q(! 9. ~ 4" T- O T T n ~I I '" : '" N $1$ N 010 f[5 4" :::: I 4" :::: I 4" $1$ tI.) $1$ -. 010 '- 14 J.. :2" J.. :2" J.._ 4" W W W L-.J 1:2" /!'J /!'J /!'J" EI'\I/ :2" :2" :2" :2" :2" :2" 5I"l EI"I I I 51"1 51"1 I :2" See Pion I 1'-0" See Pion See Pion DETAIL A DETAIL e DETAIL c. DETAIL D z Cl in > UJ W