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,4't sT-U/ ? -paUer-- 1,7-F3 5. Sw /,?.i coring m U NTEAN I N C CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinamacomcast.net i 503 313-3011 Lateral Analysis For �A Y�i „ ¢ h,=Y P i- Walnut Ridge Lot 4—12839 SW 133rd Ave 1 Tigard, OR 97223 k s" �f16 I4`ts �: ` February 13,2017 B ifi 'I 497 :PE's v 1 r ` •' GUN 9 r'' J ‘q 9i•- 2 dr; P.',01 11 r'''.-'713: 12.31'18 Job No:15116 ' ' ' 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-15 Lateral Analysis For Riverside Homes — Plan 3382 Job No:15117 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 eon r i n a NUNTEANI NC. CONSULTING1ENGINEER 3204 NE 166th Avenue ( Vancouver,WA 98682 corinam( comcast net 1503 313-3011 STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf 5. 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 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 5. Mapped Spectral Acceleration for1 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 5. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi 5. Reinforcing bars ASTM A615, Grade 60 corina MUN T EAN�ir�; CONSULTINCIENGINEER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Dec 2015 Sheet: L-1 corInamcomc act net 503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2 Sips SEISMIC BASE SHEAR V:= R •W (EQ.12.1411 with F=12) Ss mapped spectral acceleration for SS := 1.00 short periods(Sec.11.4.1) from USGS web site S6 mapped spectral acceleration for 51 := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1'1 Based on Soil F„ Site coefficient(Table 11.42) F := 1.8 Site Class D SMS:= Fa•Ss SMS = 1.1 (Eq 11.4-1) SMi:= FuiS1 SMi = 0.61 (Eq 11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS —3'SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SD1:= 'SM1 SDI = 0.41 > 0.20g D per Table 11.6-1 1.2 SDs WOOD SHEAR PANELS V W R:= 6.5 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 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS coring MUNTEAWN( Co NSULtI NGI EN CI NE ER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 cornam(a,comcasrnet 1503313-3011 Date:Dec20M 15 Sheet: L_2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AO' 11 —3 r.4 psf psf Wind base Shear Length L:= 52•ft Height Fit:= 24•ft WIND:= L•Ht•(11•psf + 7.4.psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 - — Wfloor — Seismic Wwal I base Shear Aroof 52•ft•40•ftAroof = 2080ft2 AFloor 43•ft•40•ft Afloor= 1720ft2 Wwalls= 4.52•ft•20.fit Wwalls = 4160ft2 SEISMIC:_ (Aroof.15•psf + Afio0r•15•psf + Wwails•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN corina MUN fEANt CONS U LTI NCt ENGINEER Plan 3382 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:15117 By:CM co,,n3n,a-orn,a=_c net 503-313-3011 Date:Dec 2015 Sheet L-3 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•ICA•Kd•V2•I (Eq.6-15) EXPOSURE 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:= 057 qz:= .00256•KZ•Krt•Kd V362•I qz= 19.69 (varies/height) 15-20' := 0.62 qz••- - 00256•KZ•KZt•Kd•V3s21 qz= 21.42 20'-25' KZ:= 0.66 qz:_ .00256•KZ•ICA•Kd•V3s2•I qz= 22.8 25-30' K := 0.70 qz:= .00256•KZ•KZt•Kd•V352•I qz= 24.18 corina MUNTEANtIN,= CONSULTING EN GIN EER Plan 3382 3204 NE 166"Avenue I Vancouver,WA 98682 Job No:15117 By:CM corinam,^a,coracast.net 1503-3133011 Date:Dec 2015 Sheet: L-4 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= g •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 PN,:= 12.4•psf•0.85.0.8 PW= 8.43 psf LEEWARD PL := 12.4•psf•0.85.0.5 P = 5.27 psf 15'-20' WINDWARD P„,:= 13.49•psf•0.85.0.8 PN,= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 P = 5.73 psf 2O'-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' WINDWARD PN,:= 12.4•psf•0.85.0.3 PW= 3.16psf LEEWARD PL := 12.4•psf•0.85.0.6 PL.= 6.32 psf 15'-20' WINDWARD PH,:= 13.49•psf•0.85.0.3 PW= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88 psf 2O'-25' WINDWARD PW:= 14.36•psf•0.85.0.3 P„„= 3.66 psf 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 P := 15.23.psf•0.85.0.6 Pt.= 7.77 psf coring MUNTEANt[N, CONSULTINGfENGINEER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-5 corinam(aXomcast net 1 703 313 3011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ;sf Assume 6.88 Cp-0.3 psf A := 35 % 1 ' Cp--0.6 1§‘,.. ---- all psf 6.1 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-max roof-ave Windward 3.44•psf•9.5.ft= 32.68pIf 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= 71.66 plf Leeward 5.73.psf.4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71pIf -or . .." 15 ...._ ,,L----4h. . 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J L[1.1..-7—ii ' i 1 1 1'1 _ J 1 y 061 rb r- corina MUNTEANt,r,C CONSULTINGIENCINEER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-9 coninarr(a)corncasr net 1503-313 300 SHEAR WALL DESIGN Pdl PdI Wdl P:= wind V:= seismic h R=Holdown 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: Mot:= P•h (L)2 Resisting Moment: Mr:= 0.6•(Wdl + Wwaii)• + 0.6•Pdi•L Mot— Mr Holdown Force R:_ L corina MUNTEANL'I�=' CONSULTINC ENGINEER Plan 3382 Job No:15117 6y:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-10 corlarnacorncast.net ( 503 313 3011 Left Elevation Exterior Walls Second Level Wind Force P:= 3100•Ib P= 3100 lb 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 Mot= 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= 33481b•ft Mot— Mr Holdown = 327.71 lb Force 6•ft Main Leve/ Wind Force P:= 4300•Ib P=43001b Length of wall L:= 9•ft+ 6•ft+ 37•ft L= 52ft P Shear v:= — v= 82.69pIf A 9 Overturning Mot:= P•9•ft•52 Mot= 6698.08lb-Ft Moment Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• (9•ft)22 + 0.6.800•Ib•9•ft Moment Mr= 9180lb•ft Mat— Mr Holdown = —275.77 lb 9-ft Force corina MUNI EANt CONSULTINGJENCINEER Plan 3382 Job No:15117 Sy:CM 3204 NE 166'"Avenue Vancouver,WA 98682 Date:Dec 2015 Sheet: L-11 co,InarCacorocaCt.ret 1 503 313-3Q11 Front Elevation Exterior Walls Second Level Wind Force P:= 2953 lb P= 2953 lb Length of wail L:= 3•ft+ 3•ft + 4•ft+ 4•ft L= 14ft P Shear v:= — v= 210.93 plf S 4 Overturning Mot:= P•8'ft•14 Mot= 6749.71113-ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•4•ft Moment Mr= 21121b•ft Mot— Mr Holdown =1159.43 lb Force 4.ft MSTC4863/MSCT40 Main Level Wind Force P:= 3913 lb P= 39131b Length ofwall L:= 3-ft+ 3•ft L= 6ft P Shear Wind v:= — v= 652.17 plf F 3 Overturning Mot:= P•9•ft•— Mot= 17608.5 lb•ft Moment 6 (3•ft)2 Resisting Mr:= 0.6•(15•psf•4-ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•3•ft Moment Holdown Mot Mr = 5263.5 lb Mr= 18181b-ft Force aft HTTS corina MUN I EANL CONSULTING ENGINEER Plan 3382 Job No:15117 Sy:CM 3204 NE 1660 Avenue(Vancouver,WA 98682 Date:Dec 2015 Sheet: L-12 conpam�camcT I yet 1 503-313-300 Right Elevation Exterior Walls Second Leve/ Wind Force P:= 3100•lb P= 3100 lb Length of wall L:= 16•ft+ 5•ft+ 8•ft L= 29ft P Shear v:= — v= 106.9plf A 5 Overturning Mot:= P•8*ft 29 Mot= 4275.86lb•ft Moment (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 Mot— Mr Holdown = 330.17 lb Force 5-ft Main Level Wind Force P:= 4420•Ib P=4420 lb Length of wall L:= 6•ft+ 12•ft+4-ft L= 22ft P Shear v:= — v= 200.91 plf S 6 Overturning Mot:= P•9•ft•22 Mot= 10849.O9lb-ft Moment Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• (62)2 + 0.6.800•lb•6•ft Moment Mr= 5O4Olb-ft Mot— Mr Holdown = 968.18 lb 6-ft Force coring MLJNTEANL'i CONSULTINCIENGrNEER Plan 3382 i Job No:15117 By:CM 3204 NE I66'"Avenue Vancouver,WA 98682 Date:Dec 2015 Sheet: L-13 connarnRcorncast.net 1503-313-3011 Rear Elevation Exterior Walls Second Level Wind Force P:= 2665•Ib P= 2665 lb Length of wall L:= 9•ft + 7•ft+ 5•ft L= 21 ft F Shear v:= — v= 126.9plf A 7 Overturning Mot:= P•8•ft•21 Mot= 7106.67 Ib•ft Moment (7.ft)2 Resisting Mr:= 0.6 (15•psf•18•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•7•ft Moment Mr= 7665Ib•ft Mot— Mr Holdown = —79.76 lb Force 7ft Main Level Wind Force P:= 4945•lb P= 4945 lb Length of wall L:= 4.5•ft+ 3•ft+ 3•ft+ 3•ft L=13.5ft P Shear Wind v:= - v= 366.3 pIf D 4.5 Overturning Mot:= P•9•ft•— Mot=14835lb•ft Moment 13.5 (4.5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft + 10•psf•8•ft)• 2 + 0.6.800•Ib•4.5•ft Moment Holdown Mot Mr = 2627.67 lb Mr= 3010.51b•ft Force 4.5ft HITS corina MUN TEANtiN'� Co NSULTI NGI ENGI N EER Plan 3382 3204 NE 166"'Avenue I Vancouver,WA 98682 Job No:15117 By:CM minarn(alconi net I S03 313 3011 Date:Dec 2015 Sheet: L-14 Interior Shear Walls at back of Garage Main Level Wind Force P:= 3540•lb P= 3540 lb Length of wall L:= 8•ft + 9•ft L= 17ft P Shear Wind v:= — v= 208.24 pif B L 8 Overturning Mot:= P•9•ft — Mot=1499294lb.ft Moment 17 (8•ft)2 Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•lb•8•ft Moment — M r Mr= 9792lb•ft Holdown of — 650.12 lb 8ft Force