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Report (27) 1101/3 5-)1'. 5°4/la - O • Project Memorandum Date: June 11, 2010 • IN VSubject: Structural Review of modification Project Title: Tigard Auto Stop, Exhaust Building 15895 SW 72ND Project No: 100044.01 AVE SUITE 200 By: Curtis Gagner, PE SE PORTLAND,OR 97224 PHONE: CIDA has performed a lateral analysis of the Tigard Exhaust building with 503.226.1285 respect to the demolition of the east end of the building. We find that the FAX: 503.226.1670 demolition of this section does not increase the loading on the remaining lateral INFOOCIDAINC.COM elements and does not require upgrades to the lateral system. WWW.CIDAINC.COM 4 pg Y CIDA has also performed calculations for the framing at the new infill wall at grid D where the existing bay is being removed. Details for this framing are shown on sheet S1.1. s"R"u :TI'Rgi FRpfF�, // 4 E ■ • GON 0 :G 6 Zo 4 ,ST I� 7SD. GP I EXP RES:e/Q/, � ARCM I LC'I URI. LNGINLLRING P L A f\I N I N G TIGARD AUTO STOP TIGARD EXHAUST BUILDING 12035 SW PACIFIC HWY, TIGARD, OR 97223 STRUCTURAL CALCULATIONS SHEETS LATERAL ANALYSIS L1-L5 FRAMING FI-F4 (10 PAGES TOTAL INCLUDING COVER SHEET) G 1 IS w OREGON y 0G9/e 13 20°�C%<C, t S D. G PCG 'IRES. -/?o June 11, 2010 CIDA PROJECT NUMBER: 100044.01 15895 SW 72ND AVE, SUITE 200 PORTLAND,OREGON 97224 (503)226-1285 3 fax (503)226-1670 E-MAIL: info @cidainc.com COMMERCIAL INDUSTRIAL DESIGN ARCHITECTURE P.C. CIDA INC. C / CIDA Tigard Auto Stop CDG TEL: (503)226-1285 100044.01 FAX: (503)226 1670 6/11/2010 WIND LOAD: BASED ON 1998 OSSC PER 2007 OSSC SECTION 1609.1.1.2 V3s := 94.5mph Vfm := 80mph per table 1609.3.1 Exposure B 1998 UBC Section 1616 qs := 16.4•psf 1998 UBC Table 16-F Ce := 0.72 Exposure/Height/Gust Factor: 1998 UBC Table 16-G Cq := 1.3 Pressure Coefficient: 1998 UBC Table 16-H Negative Pressure Coefficient: 1998 UBC Table 16-H Cqup := 0.7 9 IW := 1.0 Importance Factor: 1998 UBC Table 16-K Postive Wind Pressure (Wall) st ve W d essu e ( a ) P := Ce Cq qs IW P = 15.35 psf 1998 UBC Equation (20-1) Negative Wind Pressure (Roof) Pup := Ce•Cqup•gs•Iw Pup = 8.27psf 1998 UBC Equation (20-1) Net Wind Pressure wr := 6psf Roof Dead Load Pnet Pup — Wr Pnet = 2.27 psf E:\adcadd\10\0044.01 Tigard Auto Stop \structural\Wind (OREGON) Lat. IBC 2006.mcd G2 CIDA Tigard Auto Stop 100044.01 TEL: (503)226-1285 6/11/2010 FAX: (503)226 1670 • SEISMIC DESIGN CRITERIA 2006 IBC Location: Tigard, OR 97223 Response Spectral Accelerations Mapped Occupancy category II Seismic use group 1 S 1.061 Importance factor= 1.00 s = site class= D S1 := 0.372 Adiusted Maximum Sms := Fa•Ss Fa 1.08 Sms = 1.15 Smi := Fv•Si Fv := 1.67 Smi = 0.62 Design 2 Seismic design category D SDS 3'Sms SIDS = 0.76 SDI := 3•Smi SDI = 0.41 Seismic design category D Period Ct = .02 h„ := 20•ft T s _ (SDij 3 SIDS h 4 Ta := Ct• n To := Ts•0.2 1.ft To = 0.11 Ta = 0.19 E:\adcadd\10\0044.01 Tigard Auto Stop • \structural\Lateral-I BC2006.mcd 1.3 CIDA Tigard Auto Stop 100044.01 TEL: (503)226-1285 6/11/2010 FAX: (503)226 1670 BASE SHEAR COEFFICIENT wood shear walls I := 1.0 R := 6.5 S2o := 2.5 SD1•I CSmax R ,r CSmax = 0.34 a SDS•I Cs R Cs = 0.118 Controls CSmin 0.044SDS•I CSmin = 0.03 V := Cs Wseis V = 0.118 Wseis E:\adcadd\10\0044.01 Tigard Auto Stop \structural\Lateral-I BC2006.mcd • i = 11......40...,....-01 A.. - x Ail/ 1.7.-4Pe2 PROI. No./"2"f i/ SHEET I 1..7 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: By: C- 6--. n .1 J' DATE: E-MAIL: info@cidainc.com 112 1 1111111 1 7 -F--- 6 q/' MAY/ 01 -k/ ..- _ .. In- --t- - ---i- ------- la la 1111 I II. 0' P 1 —14-4 - ...3, 1 ..i 1. I , Icr HI .16 IR I ' •• -•-..---j-l- - i-1 1 / --77-----i-- -it' 1 , 1 L iii-ii-10 ,,---5,--___ L 1 , t/--- /5' 97q iii7) 7'51- • p, ') /i, i/cA- e Afi 1 ''' ---i-- 1 _ff. 1 1 -1-- I 1-- 1-_ T i , -7.-, - -y--± 7-(-------- 1 U 1 •OM III . _ 1--- IIII jil ■41 41_1_ _ __ II 15 1111 /1141-55. :: /-21157- 1 JO/1— 8 rrir , ii ii / • ,--- ,i---7) A/-5 NNE 1 re J/ 59, ,,e . , I. 1C2,96 MENII I • II II • • -5 11111 °ZOMBIE" _ _ ___ 1 k- :: 1. -- I.. = ///7A- 111 III 1111.2121tEilla 000/ 1.-7.ie MEM MEM a I ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE 1 _ ' I F°m� �� _ � -�. �. / � **45 SwoAxoux BLVD., SUITE 200 PROJECT NAME: PRO/. wo. SHEET ~-� PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: By: o^`c E'mmL. mrveunomccvm -- - | -- ------- r--- - - — | | '--7 -------- | _----- - -- - -- ___'- � - `_ 1V- 5 /*1/i - ' ----- --_� I ��/� � _ �� (1 3 0 t . ----- � -- ----_| - - -- '-- '- ------ --'--- -- ---- - --�-------- __ __-| -- 6/4° D f 7m ---- - - --'---�- -- - -------'------ --- 4 (ti-) .h..- L--r- /6 I ------1;1/' . 3 //-ef' 6/' y r.,,./ te; f j — [--- /14,r " 3 3,`7 "/-f( i_ I i--- „, ., 1-z9,$/?' el 1 I 1111 .1 WA, h- i / -.. 2 -1, 9 __ /0/-i f —1.- I I 111 1-- 1111sPlani III /e /5 .----- ii/ 111E 4 if [17 /1' 6 /'1/11 I I I riNg12.1121L 4 9/c MM. Mill 111111111111111111111P1 11111Wil Ili "1"(1' 1111.1111111.111111111t2 10 ' /,'" 04 1 III Nfiliglill19112 "7 /( 111111121112311111112111EmA =IIIIIIIII.= INIZOINCI111•111111,2 - 11111•11EViimill ---1- 101111111111111111111111ft IIIIIMINE•mmitign' EMINI11111•11111111111111111 ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE • °..m1 1 rftt j A allt■011""k■ 0 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PROJ. No. SHEET PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: Br: DATE: E-MAIL: info@cidainc.com 1 Id r,x14.2 .etz2, "ei li ilz ---T, --1 $ J- i,„,, _I I _ 1( rgi5 A 1 . Arii 5- f _ _ ilrrv-Irks- /Pr V li - .. -1 fr M/0 ,(1 is.' 1";7- El- I _ II• ---1---- - . ,„ : / • /-A TE4--4: 1 1 r____{--._____c____.. . 2, A /1/ x,?,-- D#f 11 1 1_ 7 // :-_- / 9 .117 •4t 1 111 II - 7 • _ _ i II_ II III z -, v i 111111111 iim mi5 /-4f - • • um , 4.:-._ yrp!ib r p • 11111.111 il 1111 — _ __ ,. ____ 111111111111111 1111 MIN -?° /, I MIIIIII Ell Ill 3 ,6 1111 Hii v i Li k aIlA' 1111111 III 111 i ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE CIDA,INC. Title: Job# 15895 SW 72nd Ave.Suite 200 Dsgnr: G Z Portland,OR 97224 Project Desc.: 503-226-1285 503-226-1670 Fax Project Notes rhin1K1 11 JUN 2010.6 52AM Wood Beam Design ----- File:e:ladcaddd1 0Aoo4t.01Tigem Auto Stopltmcluraftramin0 ec6- 9 ENERCALC,INC.1983.2010,Ver.6.1.03, N:18990 . Lic.#:KW-06006865 License Owner:CIDA INC. Description: Header at exhaust bldg Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elastici Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling uto.07s S(0 020) 3-2x12 Span=17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 . Uniform Load: D=0.0750, S=0.0250 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 11.41'11: 1 Maximum Shear Stress Ratio = 0.101 : 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb:Actual = 456.69 psi fv:Actual = 22.41 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.500f1 Location of maximum on span = 16.065 ft Span#where maximum occurs = Span 4 1 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.055 in Ratio= 3680 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.222 in Ratio= 920 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios_ Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=17.0 ft 1 0.423 0.104 0.900 2.71 342.52 810.00 0.57 16.81 162.00 +D+L+H Length=17.0 ft 1 0.381 0.093 1.000 2.71 342.52 900.00 0.57 16.81 180.00 +D+Lr+H Length=17.0 ft 1 0.304 0.075 1.250 2.71 342.52 1,125.00 0.57 16.81 225.00 +D+S+H Length=17.0 ft 1 0.441 0.108 1.150 3.61 456.69 1,035.00 0.76 22.41 207.00 +D+0.750L+0.750S+H Length=17.0 ft 1 0.414 0.102 1.150 3.39 428.15 1,035.00 0.71 21.01 207.00 .+D+0.750L+0.750S+0.750W+H Length=17.0 ft 1 0.297 0.073 1.600 3.39 428.15 1,440.00 0.71 21.01 288.00 +D+0.750 L+0.750 S+0.52 50 E+H Length=17.0 ft 1 0.297 0.073 1.600 3.39 428.15 1,440.00 0.71 21.01 288.00 CIDA,INC. Title: Job# . 15895 SW 72nd Ave.Suite 200 Dsgnr: f� 3 Portland,OR 97224 Project Desc.: 503-226-1285 503-226-1670 Fax Project Notes Punka I1 JUN 2010. 10AM - - - .- Flb:a:ledcadd11010044.01 Tigard Auto Stop letru ureNran*ig.ec6 WOOL' Beam Design ENERCALC,INC.1963.2010,Ver.6.1.03, N:18990 Lic.#:KW-06006865 License Owner:CIDA INC. Description: Header at exhaust bldg out of plane Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E.Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc•Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W(0.0924) K - I -- - - -�-- - - - 11.250 X 5.50 Span=17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 . Uniform Load: W=0.09240 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Deal•n OK Maximum Bending Stress Ratio = 0./1911 1 Maximum Shear Stress Ratio = ().06:1 : 1 Section used for this span 11.250 X 5.50 Section used for this span 11.250 X 5.50 fb:Actual = 706.21 psi fv:Actual = 18.09 psi FB:Allowable = 1,440.00 psi Fv:Allowable = 288.00 psi Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span = 8.500ft Location of maximum on span = 16.575 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.701 in Ratio= 290 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual N-design Fv-allow +D+L+H Length=17.0 ft 1 1.000 900.00 -0.00 180.00 +D+Lr+H Length=17.0 ft 1 1.250 1,125.00 -0.00 225.00 +D+W+H Length=17.0 ft 1 0.490 0.063 1.600 3.34 706.21 1,440.00 0.75 18.09 288.00 +D+0.750Lr+0.750L+0.750 W+H Length=17.0 ft 1 0.368 0.047 1.600 2.50 529.66 1,440.00 0.56 13.57 288.00 +D+0.750L+0.750S+0.750W+H Length=17.0 ft 1 0.368 0.047 1.600 2.50 529.66 1,440.00 0.56 13.57 288.00 .+0.60D+W+H Length=17.0 ft 1 0.490 0.063 1.600 3.34 706.21 1,440.00 0.75 18.09 288.00 Overall Maximum Deflections-Unfactored Loads - Load Combination Span Max.-'Defl Location in Span Load Combination Max."+"Dell Location in Span W Only 1 0.7013 8.585 0.0000 0.000 CIDA,INC. Title: Job# ' 15895 SW 72nd Ave.Suite 200 Dsgnr: `' Portland,OR 97224 Project Desc.: 503-226-1285 503-226-1670 Fax Project Notes ___ _ rieiva 1,.,,N 2010.7O AM I Wood_ __ Beam__ Des__i in File:e:ycaddd010044.o1 Tigard Auto StooatructuraNrsming.eo6 ENERCALC,INC.1983-2010,Ver.6.1.03, N:18990 . Lic.#:KW-06006865 License Owner:CIDA INC. Description: king stud at header Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 1000 psi E:Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 1000 psi Ebend-xx 1700ksi Fc-PrIl 1500 psi Eminbend-xx 620ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W10.021) WIC 77) 1 6x6 Span=13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0210 k/it, Tributary Width=1.0 ft Point Load: W=0.770 k @ 10.0 ft,(Unused) DESIGN SUMMARY Desi!n OK . Maximum Bending Stress Ratio = 0.90:3 1 Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span 6x6 Section used for this span 6x6 fb:Actual = 902.80 psi fv:Actual = 35.67 psi FB:Allowable = 1,000.00 psi Fv:Allowable = 180.00 psi Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span = 9.945ft Location of maximum on span = 12.545ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.413 in Ratio= 377 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max S tress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+L+H Length=13.0 ft 1 1.000 1,000.00 -0.00 180.00 +D+Lr+H Length=13.0 ft 1 1.000 1,000.00 -0.00 180.00 +D+W+H Length=13.0 ft 1 0.903 0.198 1.000 2.09 902.80 1,000.00 0.72 35.67 180.00 +D+0.750Lr+0.750L+0.750W+H Length=13.0 ft 1 0.677 0.149 1.000 1.56 677.10 1,000.00 0.54 26.75 180.00 +D+0.750L+0.7505+0.750W+H . Length=13.0 ft 1 0.677 0.149 1.000 1.56 677.10 1,000.00 0.54 26.75 180.00 +0.60D+W+H Length=13.0 ft 1 0.903 0.198 1.000 2.09 902.80 1,000.00 0.72 35.67 180.00 I