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Specifications aP2-01Li- 00285 VEI1 12-550 SW � i-, g-r- RECEI OCT 2 2 WI ALL TECH I ;ITYOFTId50 SW MAIN STREET TIGARD, OR BUILDING DIVISION . STRUCTURAL CALCULATIONS STRONGBACK FRAMING ST I-ST8 (9 PAGES TOTAL INCLUDING COVER SHEET) tgUCTuR %\ rROfft /� " /' ' ' r October 21 , 2014 / . o'b Q PROJECT NUMBER: 140175.01 C5),:4'8. l 3 20 �4(i /S D. GP' !EXP :64%f 1 1,N4 MI ARCHITECTURE ENGINEERING P L A N N I N G U INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1 285 FAX:503.226.1 670 INFO@CIDAINC.COM WWW.CIDAINC.COM iuILu lu is uesignMapsSummaryReport ().7- ' Ilk uGS Design Maps Summary Report User-Specified Input Report Title ALL TECH 1 Mon October 20,2014 20:39:17 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42928°N, 122.77138°W • Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I 5000m J ! '. f� 1 A _ _ SL ' `� 'Q (1)-- 0 217 ()Garden Home- it ord c,,, CV SVF d 'Q co � -� . - ,,, : Miiwaukie-, .I , Q 1 K,oton-f ' ' ., . Lake Oswego kpy.. / I; y v=-rli 0 jj Midway i { N 0 R T; f , . AMERICA alatin { „ 1,r,, \x.:4r C7 e L�,�rTlap..quest �Q�' :-. 0 e Map Quest USGS-Provided Output -SS = 0.971 g SMS = 1.080 g SOS = 0.720 g S1 = 0.423 g SM1 = 0.667 g SD1 = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE,R Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.89 0.56 0.77 0.49 0.66 S M 0.55 040 0.44 0.32 0.23 0.24 - 0.22 0.16 0.11 0.09 0,00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1 40 1.60 1.80 2.00 Period. T(sec) Period. T(sec) For PGA,,,,, 11, CRS, and CR, values, please view the detailed report. http://ehp2-earthquake.wr.usgs.gov/designm aps/us/sum m ary.php?tem plate=minimal&latitude=45.42928&1 ongitude=-122.77138&sited ass=3&ri skcategory=0&... 1/2 ST Z CIDA ALL TECH 1 LAS TEL: (503)226-1285 140175.01 FAX: (503)226 1670 10/20/2014 SEISMIC DESIGN CRITERIA 2014 OSSC Location: Tigard, OR 97223 Occupancy category II TABLE 1-1 Site Class= D Seismic Design Cat.= D Tables 11.6-1 & 11.6-2 I = 1.0 Importance Factor Response Spectral Accelerations Mapped Ss := 0.971 S1 := 0.423 Sms := 1.080 Sm1 := 0.667 Adiusted Maximum Design Sms Fa :_ 2 Ss Fa 1.11 SDS 3'S a = ms SDS = 0.720 Sm1 2 SDI —'Sm1 SD1 = 0.445 Fv '_ S1 Fv = 1.58 Concrete WALL DESIGN OUT OF PLANE (SEISMIC) SEISMIC PARTS AND PORTIONS SDS = 0.72 I := 1.0 7.25"tilt panel t9 := 7.25•in Wp9 := t9.150pcf Wp9 = 90.6 psf Fp9 := 0.4•SDS•I•Wp9 Fp9 = 26.1 psf 0.7•Fp9 = 18.27 psf WIND LOAD out of plane wall design 204SF Vas := 120mph (3-SECOND GUST) Exposure B IW := 1.0 Importance Factor w := 22.6psf zone 4 0.6.w = 13.56 psf SEISMIC CONTROLS E:\adcadd11410175.01 All Tech 1 \STRUCTURAL\Lateral Design Values (Seismic&Wind).mcd 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:503.226.1670 CI AR,:,,,TE,: _ E-MAIL:info @cidainc.com Ell jA� O /�t\n L' _ ENGINEER'' PROJECT NAME: "11 T _c ` PRoj.No. Nei 75-, OI SHEET ST3 U P LANNi'. f INTERCO TITLE: BY: (r S DATE: ►04/V LANDSCAPE 1111/111111111 1111 PI ®■ • ---- iI1 1I 3 1 i NIMBI wm ■ I, / ` ,1Z w- Fa- t ,-0 ��■ 11 • �I■■■ 1 , �, zw i 3.ob lc. E - 1111111110Pr Emmilin boy INN ' ''' ''''`' ' "Ill 1 III - • 1 7. --r-> 7 - 2 i El J 1111111 4 = Z. • N III 95 I . , . z 114-1I ' - Pill •. 6D, = 31 ■•• ■ 1011011111 _^ 4 ©t 6, 1 nee= - • t_ ( Ic I.-6Zk v - , ::- g Rte '" t1ti6 uhIIII!r 3-b tT2- MIMI r■■ ■■■■ I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 O E-MAIL:info@cidainc.com ARCH TECTURE A l ^ / L f' ENGINEEawr, PROJECT NAME: Tl 11 Tech .L PROD.No. I o'�-5. 0 SHEET ST U PLANNI _) I N T E R I O k; TITLE: BY. C/2p//Y DATE: � LANDSCAPE ■■■ • Mill \) naMMIEFRIMMII VI/ . ■■■■ ■■ ■ w t %1 MI= I. M111110111 - Ii.Ell 1111111111.11 11 MEM IL M■eK ■■ 11 ■■■ ■■■■ ■ - ---� I ©■1E ©!fit■ - it 11 ■■■■■■ ■■■■ MINK 1111111111111 EMI w3 ' i71■�� i► ■ ■ �'e Ell IIIIIIIIIIII reillffoill t COMM= MI _ 311EMEMMEREE--r-i- • • nifillIMENEES111 • -. \ 1111111111111111111•=11111 • l'rq' -E111111311MENIPIMIIIMIM ImprAiim ___ - nrallEINNINERMIII-ar z.. kci-on!WM .. .-a-ELISIII PIIIIIIIIIII illv its,„,, ,,,: ■•••• . CIDA,INC. Project Title: ST S- 15895 SW 72nd Ave.Suite 200 Engineer: Project ID: Portland,OR 97224 Project Descr: 503-226-1285 503-226-1670 Fax Steel Beam File=E:ladcadd11410175.01 All Tech 11STRUCTURALIframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.9.18,Vec6.14.9.18 Lic.#:KW-06006865 Licensee:CIDA INC. Description: HEADER CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties • Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 I wr0.317)En231 V V Span=22.5on HS56x6x114 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.3170, E=0.230 k/ft,Extent=3.50-->>19.0 ft, Tributary Width=1.0 f DESIGN SUMMARY Desi•n OK r Maximum Bending Stress Ratio = 0.389: 1 Maximum Shear Stress Ratio= 0.033 : 1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4 Ma:Applied 10.871 k-ft Va:Applied 1.474 k Mn/Omega:Allowable 27.944 k-ft Vn/Omega:Allowable 44.376 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 11.250ft Location of maximum on span 0.000 ft 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 1.180 in Ratio= 229 Max Upward Total Deflection 0.000 in Ratio= 0<150 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max.'+'Defl Location in Span +0.60D+0.60W+0.60H 1 1.1805 11.363 0.0000 0.000 Maximum Deflections for Load Combinations _ Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Defl Location in Span +D+0.60W+H 1 1.1805 11.363 0.0000 0.000 +0+0.70E41 1 0.9992 11.363 0.0000 0.000 +0+0.750L+0.750Lr+0.450W4l 1 0.8853 11.363 0.0000 0.000 +0+0.750L+0.7505+0.450W+H 1 0.8853 11.363 0.0000 0.000 +0+0.7501_+0.750S+0.525E+H 1 0.7494 11.363 0.0000 0.000 +0.60D+0.60W+0.60H 1 1.1805 11.363 0.0000 0.000 +0.60D+0.70E+0.60H 1 0.9992 11.363 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.457 2.457 Overall MINimum 0.936 0.936 +D+H .+D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+41 +D+0.60W+H 1.474 1.474 +D+0.70E+H 1.248 1.248 +0+0.7501_+0.750Lr+0.450W+41 1.106 1.106 CIDA,INC. ProjectTitle: ST Co 15895 SW 72nd Ave.Suite 200 Engineer: Project ID: Portland,OR 97224 Project Descr: 503-226-1285 503-226-1670 Fax Steel Beam File=E:ladcadd11410175.01 All Tech 11STRUCTURALIframirg.ec6 ENERCALC,INC.1983-2014,Build-6.14.9.18,Ver.6.14.9.18 Lic.#: KW-06006865 Licensee:CIDA INC. Description: HEADER Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.450W+H 1.106 1.106 +D+0.750L+0.750S+0.525E+H 0.936 0.936 +0.60D+0.60W+0.60H 1.474 1.474 +0.60D+0.70E+0.60H 1.248 1,248 D Only Lr Only L Only S Only W Only 2.457 2.457 E Only 1.783 1.783 H Only • CIDA',INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: Protect ID: ✓ Portland,OR 97224 Project Descr: 503-226-1285 503-226-1670 Fax f Steel Beam File=E:ladcadd11410175.01 All Tech 11STRUCTURAL\framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.9.18,Ver.6 14.9 18 Lic.#:KW-06006865 Licensee:CIDA INC. Description: VERTICAL STRONGBACK CODE REFERENCES - Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties • Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 i W(0.11;E(0.131) i (O.113)E(0 07) i + W(0.1131 E(0.131) i W(0.113 E(0.079) +42.48)E(1 79) Span=28.0 R .. .:.;:.� HSS8x8x1l4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.1130, E=0.0790 k/ft,Extent=0.0->>10.0 ft, Tributary Width=1.0 f Uniform Load: W=0.1130, E=0.1310 k/ft,Extent=10.0--»17.0 ft, Tributary Width=1.0 f Uniform Load: W=0.1130, E=0.0790 k/ft,Extent=17.0-->>21.0 ft, Tributary Width=1.0 f Uniform Load: W=0.1130, E=0.1310 k/ft,Extent=21.0->>28.0 ft, Tributary Width=1.0 f Point Load: W=2.460, E=1.790k aa11.0ft DESIGN SUMMARY Desi.n N.G. Maximum Bending Stress Ratio = 0.579: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span HSS6x6x1/4 Section used for this span - - " . . Ma:Applied 16.174 k-ft Va:Applied 1.845 k Mn/Omega:Allowable 27.944 k-ft Vn/Omega:Allowable 44.376 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H -Location of maximum on span 11.060ft Location of maximum on span 0.000 ft 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 Ste Co rn b k eA Max Upward L+Lr+S Deflection 0.000 in Ratio= I -' Max Downward Total Deflection 2.471 in Ratio= 1 6 <150 MO r- 4- p�1 Max Upward Total Deflection 0.000 in Ratio= ; , TIC<�+� Ca.lev,\c,.i-i-O v. , Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span 40.600+0.60W+0.60H 1 2.4705 13.580 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Deft Location in Span +D+0.60W+H 1 2.4705 13.580 0.0000 0.000 +0+0.70E+H 1 2.3832 13.720 0.0000 0.000 +D+0.750L+0.750Lr+0.450W+H 1 1.8529 13.580 0.0000 0.000 +D+0.750L+0.750S+0.450W+H 1 1.8529 13.580 0.0000 0.000 +D+0.750L+0.750S+0.525E+H 1 1.7874 13.720 0.0000 0.000 .+0.600+0.60W+160H 1 2.4705 13.580 0.0000 0.000 +0.60D+0.70E+0.60H 1 2.3832 13.720 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.076 2.548 - - Overall MINimum 1.274 1.147 +D+H +D+L+H +O+Lr+H +D+S+H +D+0.750Lr+0.750L+H CILIA,INC ProjectTitle: Q 15895 SW 72nd Ave.Suite 200 Engineer: Project ID: U Portland,OR 97224 Project Descr: 503-226-1285 503-226-1670 Fax Steel Beam File=E:ladcaddl1410175.01 All Tech 11 STRUCTURAL\framing.ec6 ENERCALC,INC.19832014,Build:6.14.9.18,Vec6.14.9.18 Lic.#:KW-06006865 Licensee:CIDA INC. Description: VERTICAL STRONGBACK Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H +D+0.60W+H 1.845 1.529 +13+0.70E+H 1.699 1.612 +D+0.750L+0.750Lr+0.450W+H 1.384 1.147 +D+0.7501_+0.750S+0.450W+H 1.384 1.147 +D+0.750L+0.750S+0.525E+H 1.274 1.209 +0.60D+0.60W+0.60H 1.845 1.529 +0.60D+0.70E+0.60H 1.699 1.612 D Only Lr Only L Only S Only W Only 3.076 2.548 E Only 2.427 2.303 H Only