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6 u raut ---- (- s w Gnu" C`'��' 4 001;Of itilL 0 0001 < ti C_ L. _ FF Presents Structural Calculations for Project/Client: Designer: Greenburg Road Apartments Building 2 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 Page 1 Project Description Lateral Analysis Pages 2 - 23 / '>' .N' = : \:,::: it 6/56 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 KZt 1 Sec. 26.8.2 G 0.85 Sec. 26.9.1 Gcpi 0.18 Table 26.11-1 Khor KZ 0.76 Table 28.3-1 qZ = 0.00256KZKZtKdV2 20.0 psf Sec. 28.3.2 p =qi,(GCpf- GCp,) 0 = 26.6 2a = 4'-0" p= 20 (0.54+0.40+0.18) = 22 psf Wall Center p= 20 (0.75+0.61+0.18)= 31 psf Wall Edge p=20 (-0.24+0.40+0.18)= 7 psf Roof Center p=20 (-0.40+0.61+0.18)= 8 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 lOpsf use I Opsf use IOpsf Short term allowable bearing pressure = 5000psf per Geotech report EvergreenB-3-01 by GeoDesign dated October 20, 2015. Page 1 ' 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 mi ,,,,i'-' ' '' 1 S2000m ')'- ''';.. ''''-:''''' '-' ''-'- - . .. e.-„,„, ,c,,,,„,t. „ ,,,,, ,,,,._, ‘,,,, , (.2,6. ,, ♦{}-, m ar �y A M E Fi I . ';',,,, ,„..;",i.,...,:. ' • ,, , , , lairpi'1t C �.,. Dalt 0 it1 I USGS-Provided Output SS = 0.981 g SMS = 1.086 g SUs = 0.724 g S, = 0.425 g SM1 = 0.670 g SD, = 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 NEI-IRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.00 T 1.10 0.00 0.99 0.7z 0.88 0.64 r 0.50. S. co.77 t,.40 a 0.55 I - 0.40 0.44 0.32 0.33 0.24 0.22 0.10- 0.11 0.00- 0.00 - ,x,00 9 ! 6 E i 6 t i f i 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1.40 1.00 1.00 2.00 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1.40 1.00 1.80 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 ,, 7 '-'" 4011010 Men a i 11 _ , .m maimmerminms in _ i ma __ _, n ----- --.0. - Min MR. II a maNINEIMI 'salmi' I amillallailli1=111.1111111111___ a' d ii 12Ma . au III IMBI , . 4 ' ° ' 4 ' , &Tan III ---;,.... 1115111, --- 7 -1,-41r , ♦li - Mr ''' 7 s ill 9P via , REM 1 am *ICI, -)- V11 i is on ,__its. 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' "- -:- 1,• 4.•-1.. -.4-,4-ii4o,$4:4r:""';t:„4.41„tto;;7 1t 4„:::,1t1./.$-::...,L,I4:: ;t ..z..,- 3.4:e. ,„.• „1 : -, 4,.. , i -144. t 1:4.4 3 Yom- € g �,..- , i „, , , • t , , ,,.g � s E E i .� » ! {j S E r "�"m.—..^ ,,..x. .,, ,.,,,.w. F , € t ! i . a #j a ? MEMBER REPORT Level,Building 2 worst joist uplift PASSED 4 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Overall Length:10'7" X 10' i III III All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results" Actual©Location Allowed Result LFSF., Load:combination(P rtte••r) System:Floor Member Reaction(lbs) 2025 @ 10'5" 5738(2.25") Passed(35%) 1.0 D+1.0 W(All Spans) Member Type:Flush Beam Shear(lbs) 2003 @ 9'6 1/4" 10656 Passed(19%) 1.60 1.0 D+1.0 W(All Spans) Building use:Residential Moment(Ft-lbs) 10063 @ 5'3 5/8" 11294 Passed(89%) 1.60 1.0 D+1.0 W(All Spans) Building Code:IBC Live Load Dell.(in) 0.234 @ 5'3 1/2" 0.342 Passed(L/527) -- 1.0 D+1.0 W(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.242 @ 5'3 1/2" 0.512 Passed(L/508) -- 1.0 D+1.0 W(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 9'6 5/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to supports(lbs) Supports Total Available Required Dead Wind . ,Total des , 1-Stud wall-SPF 3.50" 2.25" 1.50" 115 1904 2019 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 115 1910 2025 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Wind Loads Location width (oso) (Leo) conintents 1-Uniform(PSF) 0 to 10'7" 1' 8.0 _ Residential-Living Areas 2-Point(Ib) 5'3 5/8" N/A - 3814 Weyerhaeuser Notes 0 SUSTAINABLE FCr2ESTf:+ILLIT:7t'v'L Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. 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Portal Frame Analysis Shearwall(X+2}: v,.,.= 0 lbs Shearwall(X+t}: R1 v,..,_ 0 lbs Shearwall(X}: Si Ux= 2;590 lbs Con1wI Design Criteria: Beam: w 320 plf h= 7 ft b= i..500 in A= 52.25 n P= 1280 lbs �.,= 10 ft d= ''.5('' in S= 82.73 n' at x= 1 ft C„, .133 1= 392.96 n" Hx, = 0 ft M,,= 20,720 lb-ft C.= 1.03 HX.,= 0 ft M = 23,298 lb-ft fb= 738.89 psi HX= 8 ... M,= 4,533 lb-ft vn = 2.125 lbs fv= 86,61 psi d= 12 n M2= 4.533 lb-ft M„= 4.547 Ib ft F,= 2400.00 psi ✓, = 3,017 lbs F = psi d = 24 n JK<3.5 M,7= 5.094 lb-ft F' = 3429624450..00.9008 psi d,= 24 in OK<3,5 F`,_==,,,, psi L.= 4 ft T,s= 2,863 lbs e 3.5 9,5 24F-V4(„,-LB Beam a 0 = 5 n Tee.= 2.863 lbs a, = 5 in R,= 2,726 lbs Fixed bottom= Y (Y or N} R2= 7,613 lbs Shearwalls: v= 648 P,.if 760plf U " PedPlywood wfse 10d15132at 2"Ao.c.A edges,Rat Pl12"oo.c.field Header Straps: T,1= 2,417 lbs Use Simpson CMSTC16 Holddown .1.2.,= 2,417 lbs Holdown Required: Hd= 0 None Required Use Simpson HD10A Holddown Total Hd= 2.862 lbs Wl 5STB34 Anchor ,P i k --__T '`T''' 7 ''r ----------.I' T _ T r� t _^} ivi V 31 .�_.: Ct>Dt. . _._�.- _ header 6s�m z? i �� T),- Kz �a� F —4.5 4, � _ _. �,BT ''''''I-' r B i � � �"- SHtiAR q t; y1 i r.>>,,:. o GARAGE FRAME SECTION u�Qn�r*� �a�� r.s� �' tip . w Page 19_.. ir,iri,„!•!,•,,,!:, !•!,•!,,,!„,iii,!!,,!,...!:!••;!!„.........,„!;.,:i!!!!!!!!,!!!.!...,!.!!!!!:!!,,,!,0!:,!,!1,!!„...,!,!,1!.,!,.!,,!:,!,:::.!!!!,!:!,:ii.:!„!:!!!!,!:!,..!!!;!!!!!ii!!!!!!!!!!:!! !„.„:..!„!!!!a!•!:!!„::!„!!,!!!!!!!!!!!!!:;!!.!!!!;!,!.!,,•,,!,,ii,!!!!,,,,,!,!..,!..,!.!!!!!!,!!!!:a!,,;:,!!!!!,.,!...!!!!,.!,!!!!!!!„!,!,!!!!!,!!„.„!„,„„,,,,,!•:,!!,!!:...„!, ..!.!!!!!!!!!,!0.!!!!!!!!!!,, !,i.,!!!!!!!6:!!!!!!!!.... .! !!!:!!!!!!!!,!!!!!!...!!!!!!!!:!!!!!!!!!!!!!!!!!!:11H,!!!!. ....!!!!,!!!..!!„,„!...!!!!!!!!!!!,....„!!!..:!„...10::!!!!•!;!!!!!!!!,,, 1„:,„!:,.., ....!„.•,„.,..........,!:,.i„!!!Ile!!.,:,!..!.!!,•!!!:,:..,...1!....,!!!_!! ,..,!!!!,! 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