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4 S7i,v1C. -c6,2,g, 33 ''IoSA110or, 4..17 coring , MUTEAN l NC. f(/ 8 CONSULTINGf ENGINEER JUi' 2 2016• tl l 3204 NE 166th Avenue I Vancouver,WA 98682' 1 ION corinam®comcast.net 1503-313-3011 Lateral Analysis For Riverside Homes— Plan 3382 A Walnut Ridge Lot 10 —13340 SW Doe Ln Tigard, OR 97223 May 29,2016 0.1) PR©FF ��' Net(2, 49 SPE 'Q CC y OREGON PAW Expires: 1.2'31' Job No:15117 " LIMITATIONS " ' ' FN(INFrz wASRETAINEDINA-IMITEP-CAP-ACITY€OR SRO ECI, 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,01?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 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 corina MU\TEAN INC. CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam( comcast.net 503-313-3011 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 5. 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. as ped Spectral Acceleration for short periods.....Ss=1.0 B. Mapped Spectral Acceleration fort 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 IIICorina MUNTEANt,Nc. CONSULTINGJENGINEER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Dec 2015 Sheet: L-1 corinamcomcast net 1 503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R SS mapped spectral acceleration for Ss := 1.00 short periods(Se c.11.4.1) from USGS web site SS mapped spectral acceleration for Si := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1'1 Based on Soil F4 Site coefficient(Table 11.4-2) F := 1.8 Site Class D SMS Fa•Ss SMs = 1.1 (Eq.11.4-1) SM1 := F451 5M1 = 0.61 (E q.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDs 3.SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SD1 3•SM1 SD1 = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS v.- _ 5 R:= 6.5 Table 9.52 w 2 -\ R 1.2.0.73 V:= •W V:= 0.135•W 65 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/-1.3 0135•W 0.123•W WOOD SHEAR PANELS 111 carina MUNTEANt,NC. CONSULTING'EN CI NE ER Plan 3382 Job No:15117 By:CM 3204 NE 166.Avenue I Vancouver,WA 98682 connamRcomcast.net 1503-3 3.3O11 Date:Dec 2015 Sheet: L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND _, A.- _, E. 11 __, IN - 7.4 psf psf 'Find e3ase Shear Length L:= 52•ft Height Ht:= 24-ft WIND:= L-Ht•(11•psf + 7.4•psf) SEISMIC WIND= 22963.21b Fr Wroof F2 - — Wfloor — :leIsmic Wwai I E3ase Shear Aroof 52•ft•40•ft Aroof= 2080ft2 floor 43 ft40 ft Afloor= 1720ft2 Wwalls 4.52•ft•20•ft Wwalls = 4160ft2 SEISMIC:_ (Aroo•15•psf+ Aploor•15•psf + Wwaiis•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN IIICorina MUNTEANt+N--- CON SU LTI NGI EN CI NE En Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 cor,narnalcomcast.net 1 503.313-3011 Date:Dec 2015 Sheet L-3 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•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•Kz•Kzt•Kd•V362•I qz= 19.69 (varies/height) 15-20' Kz:= 0.62 qz:= .00256•Kz•KZt•Kd•V3s2.1 qz= 21.42 20'-25' KZ:= 0.66 qz:= .00256•Kz•Kzt•Kd•V3,2•I qz= 22.8 25'-30' K,:= 0.70 qz:= .00256•Kz•Kzt•Kd•V3,2•I qz= 24.18 IIICorina MUNTEANtiNc Co NSU LTI NGIE NGI NEER Plan 3382 3204 NE 166•"Avenue 1 Vancouver,WA 98682 Job No:15117 By:CM con narn alcomcast.net 1503-313-3011 Date•Dec 2015 Sheet: L-4 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 92•G•Cp G:= 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC1605.3.1 0'-15' WINDWARD P„,:= 12.4•psf•0.85.0.8 PH,= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL = 5.27 psf 15'-20' WINDWARD P„,:= 13.49.psf•0.85.0.8 PW= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD P,,:= 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 12,;_ 12.4•psf•0.85 0.3 12,=3.16-psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf 15'-20' WINDWARD P,,,:= 13.49.psf•0.85.0.3 PW= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD P„,:= 14.36•psf•0.85.0.3 P,A,= 3.66psf LEEWARD PL := 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD PH,:= 15.23•psf•0.85.0.3 PW= 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf 1111 corina MUNTEANtIN CONSULTING1ENGINEER Plan 3382 Job No:15117 By:CM 3204 NE I66'"Avenue I Vancouver,WA 98682 Date:De c 2015 Sheet: L-5 co.rinamRcomcast.net i 503-313-3011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. Assume 3.44 6.88 Cp-0.3 psf pd A := 35 Ell 9.17 I 111 PO6.1 psf - 9ft Mean Roof Height rr 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= 71.66pIf Leeward 5.73.psf4.ft= 22.92pIf 5.73•psf•8.5•ft= 48.71 plf r 4 -t, r .3 -- , 111. ELI' . V I t►i iii:i:t►:t:►t:► :ii 4t -) 0 �Z�Ii 1E01 / IFEci AIME - ri r.►�: ::+::i:4►:i::: itiii �� iiii+i #• +i•i• • ► •• ••••• rit/ 1PI!ir119 +s.sss+s0 .►s:OA*sA:►&i+.its•s♦i*itsma •� iii+iiiiitriiit►iii••ii•+iii.0' ••••••••••01/iii .ttiw►f 1 `O.:.:.:.+ ■►0■A►-.-:••••_ I 0 • :i::i::::4/::• \::i :t: ::Vet, EMI "::::♦: 4►• In 0 ,7: •: o ❑ ❑ 0 - c ..._mir. 0 -- ;LiEl - Era -r s ..., ..,___, -i_---- --r- ___,___._.= r' n ,-- r. 1 J 4 1o1 ,1 JV- 61 ' 1 c . . LC y ip ...ip ogti . . . , __Att.II lir________,..._,__ "It qGloi . , .u. 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All/01.1 0.1W --won rte 4‘.4101 Miktil 1111 carina MUNTEANt1NC CONSULTINGIENGINEER Plan 3382 Job No:15117 By:CM 3204 NE 166'"Avenue f Vancouver,WA 98682 Date:Dec 2015 Sheet: L-9 corinam2comcasLnet i 503-3133011 SHEAR WALL DESIGN Pdl Pdl 4, WdI 4, / 1,, i 'E— p (v) P:= wind V:= seismic h yr L 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: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwall�( •2 + 0.6•Pdi•L Mat– Mr Holdown Force R:– L III corina MUNTEANtlN CC. CONSULTINGIENGINEER Plan 3382 Job No:15117 By:CM 3204 NE 166.Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-1 O curinarnaacomcast net 1 503-313-30#1 Left Elevation Exterior Walls Second Level Wind Force P:= 3100.1b P= 31001b Length of wall L:= 14•ft+ 6ft+ 8•ft L= 28-ft P Shear v:= - v= 110.71 plf A L 6 Overturning Mot:= 12•8•ft•— Mot= 5314.29lb•ft Moment 28 (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 Level Wind Force P:= 4300-lb P= 43001b 1 Angt} of wall_ :-9-ft9-ft--+-64t-+ 7-4t L.=52fE P Shear v:= - v= 82.69pIf A L 9 Overturning Mot P•9•ft•52 Mot= 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 IIII corina MUNTEANtiNc CONSULTINGIENGINEER Plan 3382 Job No:15117 Sy:CM 3204 NE I66'"Avenue I Vancouver,WA 98682 Date:De c 2015 Sheet: L-11 cormarnWomcastnet ( 503-313-3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2953.1b P= 2953 lb Length of wall L:= 3•ft+ 3•ft+ 4•ft+ 4•ft L= 14ft P Shear v:= — v= 210.93p1f S L 4 Overturning Mot:= P•8•ft•— Mot= 6749.71 lb.ft Moment 14 (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 Mot— Mr Holdown = 1159.43 lb Force 4•ft MSTC48 133/M SCT40 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 L 3 Overturning Mot:= P•9•ft•6 Mot= 17608.5lb•ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•4-ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•3•ft Moment Mot— M Mr= 18181b-ft Holdown = 5263.5 lb Force aft HITS 111 coring MUNTEANt1 NC. Plan 3382 CONSULTING1ENGINEER Job No:15117 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-12 cor nam(a}comcast net 1 503-313-3011 Right Elevation Exterior Walls Second Level Wind Force P:= 3100-lb P= 3100 lb Length of wall L:= 16-ft+ 5-ft+ 8-ft L= 29 ft P Shear v:= — v= 1069 plf A L 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-lb P= 4420 lb Len_01of wall L:_=6-ft+_12•ft+4-ft L--2{t P Shear v:= — v= 200.91 plf S L 6 Overturning Mot:= P•9•ft•22 Mot= 10849.091b.ft Moment (6•ft)2 Resisting Mr:= 0.6•(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 6-ft Force III Corina MUNTEANt1N CONSULTING'ENGINEER Plan 3382 Job No:15117 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Dec 2015 Sheet: L-13 connam(alcomcast.net 1503-313-3011 Rear Elevation Exterior Walls Second Level Wind Force P:= 2665•lb P= 2665 lb Length of wall L:= 9•ft+ 7•ft+ 5•ft L= 21ft P Shear v:= — v= 1262 plf A L 7 Overturning Mot:= P•8•ft•— Mot= 7106,67Ib•ft Moment 21 (7•ft)2 Resisting Mr:= 0.6•(15•psf•18•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•7•ft Moment Mr= 7665lb-ft Mot— Mr Holdown = 79.76 lb Force 7-ft Main Level Wind Force P:= 4945•Ib P= 49451b Length afwall L:= 4.5•ft+ 3•ft+ 3•ft+ 3•ft L= 13.5ft P Shear Wind v:= — v= 366.3pIf D L 4.5 Overturning Mot:= P•9•ft• Mot= 148351b.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= 3010.5 Ib•ft Force 4.5 ft HIM III carina MUNTEANtINC. CONSULTING,ENGINEER Plan 3382 Job No:15117 Sy:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 connarngcomcast.net 1 503-313-3011 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 plf S L 8 Overturning Mot:= P•9•ft•— Mot= 14992.941b•ft Moment 17 (8•ft)2 Resisting Mr:= 0.6•(10•psf.12.ft+ 10•psf•9•ft) 2 + 0.6.1200•Ib•8•ft Moment Mot Mr= 9792Ib•ft Holdown = 650.12 lb Force 8 ft