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4 g�1 'X)(S_ ( >J3s_ o `'t ti t _ for 1111' : _ nye+-, w .._ _SUMAA" — EN—IT -:c,;,,,r.. Presents Structural Calculations for Project/Client: Designer: Greenburg Road Apartments Building 6 Builders Design, Inc. 9550 SW Greenburg Road 11125 N.E. Weidler St. Tigard, OR 97202 Portland, OR 97220 Project No. 15-086A Date: October 8, 2015 Project Description Page 1 Lateral Analysis Pages 2 - 19 W., , tom' r") RE C e'rr ,i Scope: Lateral force analysis of the structure. Gravity design is by others. Codes used: 2014 OSSC Wind load ASCE 7-10: Enclosure category Enclosed Sec. 26.2 Wind speed, V 110 mph Fig. 26.5- 1A Kd 0.85 Table 26.6-1 Exposure B Sec. 26.7.3 KZ, 1 Sec. 26.8.2 G 0.85 Sec. 26.9.1 Gcpi 0.18 Table 26.11-1 Kh or KZ 0.76 Table 28.3-1 qZ = 0.00256KZKZtKdV2 20.0 psf Sec. 28.3.2 p= qh(GC,,f- GCp,) 0 = 30.3 2a = 8'-0" p= 20 (0.56+0.37+0.18) _ 22 psf Wall Center p = 20 (0.69+0.48+0.18)= 27 psf Wall Edge p =20 (0.21+0.43+0.18)= 16 psf Roof Center p=20 (0.27+0.53+0.18)= 20 psf Roof Edge Wind loads listed here exceed code minimum loads per ASCE 28.6.4 when applied to building. Seismic load ASCE 7-10: SDC =D V = Cs W Cs = Sds R= 6.5 Cs= 0.724/6.5 = 0.11 R/I Dead Loads: Roof: Floor: Ext Wall: 1/2 ply 1.7 psf 3/4 ply/T&G 2.2 psf 1/2 ply 1.7 psf Roofing 2.0 psf Carpet 0.5 psf Siding 2.5 psf Truss 24"oc 2.5 psf Joist 16"oc 2.5 psf 2x6 at 16"oc 1.7 psf 1/2" gyp 2.2 psf 1/2" gyp 2.2 psf 1/2" gyp 2.2 psf Insul/elec 1.0 psf Elec/Misc 1.5 psf Insul/elec 1.0 psf 9.4 psf 8.9 psf 9.1 psf use 1Opsf use lOpsf use IOpsf Short term allowable bearing pressure = 5000psf per Geotech report EvergreenB-3-01 by GeoDesign dated October 20, 2015. [Fige 1 , eN, Design Maps Summary Report User-Specified Input Report Title Greenburg Road Sun September 13,2015 15:38:35 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45056°N, 122.77361°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III l i5000m --* Aloha2 1 . S.avrton ¢,, F <3 c4,•5. -.fit a`,..a'2:., '. 14 +,f6 i., ' ,. ''''f.;,, '. "' ''., ',,,-,.. fi,(t‘ a,, kz0 qar - itwa kie 10 ,ar. - (' i ahi E � '1 ,,,, , ,:, ,, ..,,,,,,, ,,.,„,,, ,,..,,, , , , .,,. „, I '-frlaPflUeSt--'4 :" @20151+Map est,`', 201S,°:ep '',,4_� e)Ada guest USGS-Provided Output SS = 0.981 g SM5 = 1.086 g SDS = 0.724 g S, = 0.425 g SM, = 0.670 g Sp, = 0.447 g For information on how the SS and Si 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. MCER Response Spectrum Design Response Spectrum 0.08 1.10 0.00 055 0.7< 0.8'" 0.68 0.77 0.56 G1 0.66 0.40 0.55 1 VI 0.80 r 1/j 0.88 0.32 0.33 0.24 0.22 0.10 ` 0.11 0.09} 0.00 0.00 I 1 t t E if i t } -I 0.00 0.20 0.40 0.60 0 20 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.20 1.00 I.20 1.50 1.60 1.20 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 2 • CIR66\1(;UPLI 011.1) Qot 1 (.0 LAIreRAL- : 6LOV9rY\,‘C.' TIRONT- 34c.JK DP14 c-1,, XL1c1 )-vOp2 ( )(7ga,gw,11,>5]0,11 4 0104 22,1 rizoqv Ac‹ 3EOO Ft-coR Firar o r (--/ sek.)9 i-)0F5 ( 1')(30,5)(2walb.ij ail :3- 20 •-•4 5 ) 05 C1Cri, D P; (t%69040) 4- iop5P r1/4 62---_)(i-foiAzwog 0,11 7-- 3:7 \DE, 10t, -F P—s-r o ,s-4) (-73(4, ) +. 10 ps-c. 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