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Specifications (84) ck/C\)(--.Q.-5LcAhk..U_.1,..s CA- . 4-f GREEN MOUNTIIIN ' c i 7 201/ 11111, structural engineering Lateral Analysis For Riverside Homes - Plan 3382 Elevation B Progress Landing Lot 7 12032 SW Redberry Court Tigard, OR Dec 6, 2017 PROpe 0 NE- cf; 49 8PE cr r OREGON 0 . 1?, �99P� ��NA MU Expires: `2'51.1$ Job No:17487 • ' ' LIMITATIONS ` " ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 —L- 14 greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 ' = f GREEN MOUNTnIN_ structural engineering STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf B. Floor ...10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load .25 psf Floor Live Load:. 40 psf Wind Load:based on ASCE 7-10 CH27 MWFRS Directional Procedure A. 3 Second Gust Wind Speed V=126 mph B. Importance Factor 1=1.0 C. Exposure B D. Topographical Factor ..Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed Seismic Load—based on ASCE 7-10 Section 12.14 A. Mapped Spectral Acceleration for short periods.....Ss=1.0 B. Mapped Spectral Acceleration for 1 sec.period S1=0.34 C. Ductility Factor ...R=6.5 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5 B. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi B. Reinforcing bars ASTM A615, Grade 60 II GREENN N MOUNTnIN PROJECT: Riverside - Plan 3382 41011, structural engineeringDATE. Dec• 2017 BY: CM JOB NO. 17487 SHEET: LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings 1.2•Sps SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R S5 mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site SS mapped spectral acceleration for := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.41) F5 1'1 Based on Soil F„ Site coefficient(Table 11.4-2) F := 1 8 Site Class D SMs F5-S5 SMB=1.1 (Eq.11.21-1) S := F •S1 Smi= 0.61 (Eq.11.42) 11.4.43 Design spectrum response acceleration parameters 2 SDs 3•SMs Sps= 0.73 > 0.50g SEISMIC 2 CATEGORY Srn —3•SMi Spi= 0.41 > 0209 D per Table 11.6-1 1.2•Sps WOOD SHEAR PANELS V:— •y,I R:= 65 Table 9.52.2 1.2-0.73 V:= 6.5 •W V:= 0.135-W 12.4 Seismic Load Combinations E:= 1.3-V (Eq.12.4-3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.O.135•W 0.123•W WOOD SHEAR PANELS II A 4 GREEN MOUNTnIN PROJECT: Riverside Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB NO 17487 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL 11 — — 7.4 ps f -4 III psf Wind base Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•H.r•(11•psf+ 7.4.psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 -} — Wfloor W+nrall Seismic ease Shear A„cf:= 52•ft•40•ft Aroof= 2080ft2 APer:= 43•ft•40•ft Aryoor= 1720ft2 Wwalls= 4.52•ft•20•ft Wwalls=4160ft2 SEISMIC:_ (A„,,f•15•psf+ Afhr•15•psf+ Wwalls'10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN 11 GREEN MOUNTnIN PROJECT: Riverside - Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB Na 17487 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qZ:= .00256•KZ•KZt•Kd•V2.1 (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:— 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•lc•KZt•Kd•V3,2.I qZ= 19.69 (varies/height) 15'-20' KZ:= 0.62 qZ:= .00256•KZ•lc Kd•V3s2.1 qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•KA•Kd•V3s2•I qz= 22.8 25'-30' KZ:= 0.70 q2:= .00256•lc•KZt•Kd•V352.I qZ= 24.18 11 Riverside - Plan 3382 --: ''''.:4% GREEN MQUNTnII',I PROJECT:... low ATE: Dec. 2 17 BY: CM structural engineering DATE: JOB O:N17 4 8 7 SHEET: L-4 LATERAL . .. _ .�5� . WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= qZ•G•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD Pw:= 12.4•psf•0.85.0.8 Pw= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15'-20' WINDWARD Pw:= 13.49•psf•0.85.0.8 Pw= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 FL= 5.73psf 20'-25' WINDWARD Pw:= 14.36.psf•0.85.0.8 Pw= 9.76 psf LEEWARD PL:= 14.36.psf•0.85.0.5 PL = 6.1 psf AT ROOF 0'-15' WININARD Pw:=12.4•psf•0.85.0.3 Pw= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf 15'-20' WINDWARD Pw:= 13.49•psf•0.85.0.3 Pw= 3.44 psf LEEWARD PL:= 13.49.psf•0.85.0.6 PL= 6.88psf 20'-25' WINDWARD P := 14.36 sf•0.85.0.3 P = 3.66 P„, w psf P LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD Pw:= 15.23•psf•0.85.0.3 Pw= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf GREEN MOUNTnIN PROJECT: Riverside Plan 3382 Mr structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 7 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ,3.44 6 88 40Assume cp—oz psf psf 8 := 35 • Cp--0.6 9.17 psf11111 6.1 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-max roof-ave Windward 3.44•psf•9.5.ft= 32.68 plf 3.44.psf•6•ft= 20.64pIf Leeward 6.88•psf.9.5•ft= 65.36pIf 6.88•psf•6•ft=41.28pIf Wall loads at upper level at main level Windward 8.43psf•4.ft= 33.72pIf 8.43•psf•8.5•ft= 71.66pIf Leeward 5.73•psf.4.ft= 22.92p1f 5.73•psf•8.5•ft=48.71pIf ,,,,, ..... ..., ......, i 1 ----ri 'G1111 n 1- ii.gzz,t ) . • 1 / 1 : ri----,--9 / 1, A ❑ , ❑EfEl IX 7.-•-•• ••wwww.• ++++••►•+++ +++.'► +•++++++++j$►++++j�+'�j+,.4. .:*./ ++++++ +is+�+++�+i+i+i�++i+i+i+••••4•••+i.._i+i�;►:'•� . +ii•i+i+i+•i♦i+i+•++•i+i+i+i•i •+i+i+++i+++.. ,..'-•'�' ' - , ,.+�+„„++�,++.+�+.++ ++�+••+•+.+ ++•+•+ �. +++++•i+i+•i+++•i+++++i+i�++i++i+++++++++++•' •`.+++++4.+++++• ,++..+++.+•IM►+•+++++o,! 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IOW? kalri>e, M1.4 tk.. „„_,.......,.. . ._ a ______3.7. u q 4,D___ >>s co NOOK 1 1 1 www 0 III 'I III III KITCHEN IP g 1' i 00 GREAT OOM I) RT to q III ui ILJJ 41., -' \E' P .. ... . IQ 0 1ii QINOOM I 1&fu---" _I 0 ‘- oltoNa 170 )1 V 5LICY _ L.33..". A bi,5, - 1 4 GARAGE FOYER IT .._...) ICEN I _ I1-0. ..1 L_ __ __J _ L� ►t4-7- GREEN MOUNThINRiverside - Plan 3382 PROJECT: nx %OP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-9 LATE RAL SHEAR WALL DESIGN Pd Pd I WdI 4, P (V) P:= wind V:= seismic h 1 R=Holdown V Force Based on 2012 IBC Basic Load Combinations 1605.3.1 0.6D+W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mme:= P•h tL2 Resisting Moment: Mr:= 0.6•(Wdi + Wwall� 2 + 0.6•Pdi•L Mot— Mr Holdown Force R:_ L II GREEN M O U N Tn I N PROJECT: Riverside Plan 3382 IMPstructtural engineering DATE: Dec. 2017 BY: CM JOB PIO•., 17487 SHEET: L-10:=.. LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 3100•lb P= 31001b Length of wall L:= 14•ft+ 6•ft+ 8•ft L= 28ft P Shear v:= — v= 110.71 plf A 6 Overturning Mot:= P•8•ft 28 M0= 5314.29lb•ft Moment (6•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10•psf•8•ft)• 2 + 0.6.600•Ib•6.ft Moment Mr= 3348lb.ft Mot— M� Holdown = 327.71 lb Force 6•ft Main Level Wind Force P:= 4300.lb P=4300 lb Length of wall L:= 9•ft+ 6•ft+ 37•ft L= 52ft P Shear v:= L v= 82.69plf A 9 OverturningMme:= P•9•ft•52 Mt= 6698.08lb.ft Moment (9.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf.17•ft)• 2 + 0.6.800•Ib•9•ft Moment Mr= 9180lb.ft Mot— Mr Holdown = —275.77 lb 9 ft Force GREEN MOUMTnINRiverside - Plan 3382 PROJECT: %10IP structural engg ineering DATE: Dec. 2017 BY: cM.. . JOB NO: 17487 SHEET: L-1 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2953-lb P= 2953 lb Length of wall L:= 3•ft+ 3•ft+4•ft+ 4•ft L=14ft P Shear v:= L v= 210.93plf S 4 Overturning Ma:= P•8•ft•1—4 Ma= 6749.711b•ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.600•lb•4.ft Moment Mr=2112lb•ft Ma— Mr Holdown =1159.43 lb Force 4.ft MSTC4853/MSCT40 Main Level Wind Force P:= 3913.1b P= 3913 lb Length of wall L:= 3•ft+ 3•ft L= 6ft P Shear Wind v:= - v= 652.17 plf F 3 Overturning Ma:= P•9•ft•6 Mot= 176085lb•ft Moment (3.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•lb•3•ft Moment Mot— Mr Mr=18181b-ft Holdown = 5263.5 lb Force aft HITS II ' I GREEN MOUNTAIN PROJECT: Riverside – Plan 3382 structural engineering DATE: Dec. 2017 BY CM JOB NO: 17487 SHEET: L-12 LATERAL _ _.., Right Elevation Exterior Walls Second Level Wind Force P:= 3100.1b P= 3100 lb Length of wall L:= 16•ft+ 5-ft+ 8•ft L= 29ft P Shear v:= L v=106.9plf A 5 Overturning Mot:= •—29 Mot=4275.86lb•ft Moment (5-ft) 5 ft)2 Resisting Mr:= 0.6.(15.psf•2•ft+10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Ma– Mr Holdown = 330.17 lb Force 5ft Main Level Wind Force P:= 4420.1b P=44201b Length of wall L:= 6•ft+12•ft+ 4•ft L= 22ft P Shear v:= r v= 200.91plf S 6 Overturning Mot:= P.9.ft 22 Mot=10849.09 lb•ft Moment (6 ft)2 Resisting Mr:= OZ.(15.psf•2.ft+ 10.psf•17-ft)• 2 + 0.6.800•Ib•6•ft Moment Mr= 5040lb•ft Mot– Mr Holdown = 968.18 lb Force 6•ft II GREEN MO1 NTnPROJECT: IN Riverside - Plan 3382 V 7 structural engineeringDATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2665.1b P= 2665 lb Lengthofwall L:= 9•ft+ 7•ft+ 5•ft L= 21ft P Shear v:= L v=126.9p1f A 7 Overturning Mat:= P•8•ft 21 Mat= 7106.67 Ib•ft Moment (7•ft)2 Resisting Mr:= 0.6•(15•psf•18•ft+ 10.psf•8•ft)• 2 + 0.6.600•Ib•7•ft Moment Mr=7665Ib•ft Mat— M� Holdown = —79.76 lb Force 7 ft Main Level Wind Force P:= 4945•lb P=49451b Length of wall L:= 4.5•ft+ 3•ft+ 3•ft+ 3.ft L=13.5ft P Shear Wind v:= - v= 366.3 plf D 4.5 Overturning Mat:= P•9•ft•— Mat= 14535Ib•ft Moment 13.5 (4.5•ft)2 Resisting Mr:= 0.6.(15•psf•4•ft+10.psf.8•ft) 2 + 0.6.800•Ib4.5•ft Moment Mot— Mr Mr= 3010.5Ib•ft Holdown = 2627.67 lb Force 4.5•ft HTT5 GREEN MOUNThIIN PROJECT: Riverside - Plan 3382 structural engineeringDATE: Dec. 2017 BY: CM JOB NO: 17487SHET: L-14 E LATERAL .a _. Interior Shear Walls at back of Garage Ma/n Level Wind Force P:= 3540.1b P= 3540 lb Length of wall L:= 8•ft+ 9.ft L= 17ft P Shear Wind v:= — v= 208.24 plf 8 Overturning Mot:= P•9-ft-17 Mot= 14992.94lb•ft Moment Resisting Mr:= 0.6•(10•psf•12•ft+10•psf•9•ft) (8 ft)2 + 0.6.1200•lb•8•ft Moment 2 Mot— Mr Mr= 9792 lb-ft Holdown = 650.12 lb 8-ft Force II