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GREEN MOUNTAIN f structural engineering ITEC I 3 2017 Lateral Analysis For Riverside Homes — Plan 2626 Elevation A Progress Landing Lot 1 12100 SW Redberry Court Tigard, OR Dec 6, 2017 to PR or �G NFc-,,51 s'o 49 8PEcr y' OREGON 09NA• 12. 9 P2 moires: 12'51.18 Job No:17486 ' ' 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 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 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 5. 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 11 GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 u ilifstructural engineering DATE: Dec. 2017 By: CM JOBNO: 17486 SHEET: ,,.., L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) SS mapped spectral acceleration for Ss•_ 1.00 short periods(Sea 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 F„ Site coefficient(Table 11.4-2) Site Class D F,„:= 1.8 SMS Fa•Ss SMS= 1.1 (Eq.11.4-1) SM1:= Fv•S1 SM1= 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 3.5M1 SD1= 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 R 1.2.0.73 V:= 6.5 W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (E(1.12.4-3 with redundancy factor=13 pe r 12.342) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS II A ;04 '_ GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 Iwostructural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 6 SHEET: ,.,..L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND -* 4 11 1111 ---) p7.4 psf psf -4 - Wind base Shear Length L:= 50-ft Height Ht:= 24-ft WIND:= L•Ht•(11•psf+ 7.4.psf) SEISMIC WIND= 22080 lb Fr _), Wroof F2 -} — Wfloor — Wwall Seismic base Shear Aroof:= 50•ft•46•ft Aroof= 2300ft2 Afloor 42•ft•34•ft Noor= 1428ft2 Wwalls 4.50•ft•20•ft Wwalls=4000 ft2 SEISMIC:= (Aroo{•15•psf+ Aryo,,•15•psf+ Wwalls•10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN II GREEN MOUNTFIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: 1.-3 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•lc.KA•Kd•V2.I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) V3s:= 126 mph IMPORTANCE FACTOR I :— 1.0 TOPOGRAPHICAL FACTOR 1Czt:— 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•Kzt•Kd•V3s2•I qz= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•Kz•Kzt•Kd•V3,2.1 qz=21.42 20'-25' Kz:= 0.66 qz:= .00256•Kz•Ict•Kd•V3s2•I qz= 22.8 25'-30' Kz:= 0.70 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 24.18 II N. GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 I liestructural engineering DATE: Dec. 2017 By; CM JOB NO. 17486 SHEET:_.. L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 9=•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 P,w:= 12.4•psf•0.85.0.8 P,w= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 Pi_= 5.27psf 15'-20' WINDWARD P,w:= 13.49•psf•0.85.0.8 P,w= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73 psf 20P-25' WINDWARD P,w:= 14.36•psf•0.85.0.8 P,w= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD Pr := 12.4•psf•0.85.0.3 P,w= 3.16 psf LEEWARD PL.:= 12.4•psf•0.85.0.6 PL= 6.32 psf 15'-20' WINDWARD P,w:= 13.49•psf•0.85.0.3 P,w= 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,w= 3.66 psf LEEWARD PL.:= 14.36•psf•0.85.0.6 PL= 7.32 psf 26-30' WINDWARD Pp,:= 15.23•psf•0.85.0.3 P,w= 3.88 psf LEEWARD PL:= 15.23-psf•0.85.0.6 Pi_= 7.77 psf II '' ,, GREEN MOUNTINI1`I PROJECT: Riverside - Plan 2626 .�. structural engineering DATE: Dec• 2017 BY: CM JOB NO; 17486 SHEET: ..,.. L-5, LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3.44 :618 Assume Cp-o.3psf f 8 := 35 cp--Q.6 8.5ft 8ft 9.17 psf111111111111111111111 6.1 psf Mean Roof Height 18+ 25 2 = 21.5 Loads at Roof roof-max roof-ave Windward 3.44•psf•8.5•ft= 29.24 pIf 3.44•psf.5-ft=17.2 plf Leeward 6.88•psf.8.5•ft= 58.48 plf 6.88•psf•5•ft= 34.4 plf 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= 22.92pIf 5.73•psf•8.5.ft=48.71pIf II N ': GREEN MOUNTr1IN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM,. JOB NO: 17486 �... SHEET: L-6 LATERAL LATERAL 11 ii 11 11 11 II 11 11 II II 134 .1 isr 1 ti; f Cd - : ---� , 00114 , a0 , o 1 on 133 110 1-- — --- . , . c/ .:____________._1 ,„ 0 i ,,a, .xtp .1—, _ a 0 , f- .•ivdt4.'!yr -- -.-- �_ IL �� lie :4 tiP n eu 7 O ...+4 �4_ 1 LS L o ll ' �, ^s o to on 11 1 q ge.rk II GREEN MOUNThINPROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO. 17486 SHEET: I--7,... LATERAL r i IAA%7 Loos vl.r 2 ugit, !-'' t0v � _ Iw 41 li I s1 o ❑ -�-- � II gall4r II i Ig E 4.-21Er 4E I "SW j V NI II 11 .11 110 Al 111, 4 1 a L. __I8 p NI to ,, P. 1 1 III LJ MIK 111 LOFT iille 11 M Ell r-n I; I IIT— I` u J I t VAI .L ELEVATION MN No a a- r I 3' t t t,,,,,,- ei v GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626 lowstructural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: 1.78 LATERAL 4vlur) I,okas a, `a > 114016 vzissan4 47---, voleI 1 IINOOK IAROa/T V J V U1 11 1 11 11 -- r , Li A X1111 �� ; ; : i _Atm OWING $ 1 L--- V 1.0i1 DM& L J J' ter 8ila fif�(� -c-)41t3 . 1 w .11 I "1 C 1J t I CIA rOVER i 6.r\- , L ee 2CO1 So'"� 1 t10yMtt / no- inovi II GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 IOW structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L'9 _.... LATERAL SHEAR WALL DESIGN Pdl PdI WdI 4' Ir / -- POO P:= wind V:= seismic h r 1 L. R=HoIdown Force Based on IBC Basic Load Combinations 0.6D+W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h Resisting Moment: Mr:= 0.6•(wdi + Wwa„)•(L)2 + 0.6•Pd,•L Holdown Force M — Mr L II ```` " GREEN M0UNTRIN PROJECT: Riverside - Plan 2626 .vip .. . . . ...,. . structural engineerinn,g.u.. DATE: Dec 2017 BY: w•.CM JOB NO, 17486 SHEET: L-10 LATE RAL Left Elevation Exterior Walls Second Leve/ Wind Force P:= 1700•Ib P=170016 Length of wall L:= 3.5•ft+ 6•ft+11•ft L=20.5ft P Shear v:= L v= 82.93 plf A 3.5 Overturning Mot:= P•8•ft Mot= 2321.95lb-ft Moment 20.5 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)•(3 2ft)2 + 0.6.600•Ib•3.5.ft Moment Mr= 2491.13Ib•ft Mot— Mr Holdown = —48.34 lb Force 3.5.ft Main Level Wind Force P:= 4400•lb P=4400 lb Length of wall L:= 4-ft+4•ft+ 6•ft+ 13•ft L=27ft P Shear v:= L v=162.96p1f B 4 Overturning Mot:= P•9•ft•27 Ma= 5866.671b•ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf.17-ft+10•psf•17•ft)• 2 + 0.6.800•lb.4.ft Moment Mr= 3960lb•ft Mot— Mr Holdown =476.67 lb Force `i ft hi GREEN MOUNT�II 1 PROJECT: Riverside - Plan 2626 structural engineering DATE: .,- Dec. 2017 BY: CM JOB NO: 17486 SHEET: ... .. L-11 LATERAL Front Elevation Exterior Walls Second Level-ElevA Govdes/gn Wind Force P:= 2859•Ib P= 2859 lb Length of wall L:= 5-ft-2+ 3.5•ft•2 L= 17 ft P Shear v:= L v=168.18pif B 3.5 Overturning Mot:= P•8•ft•17 Mot= 4708.94 lb-ft Moment (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10 psf•8•ft)• 2 + 0.6.600•lb•35•ft Moment Mr=17745lb•ft Mot— Mr Holdown = 838.41 lb Force 3.5 ft Main Level -not considering the 3rd cargarage Wind Force P:= 3680.1b P= 3680Ib Length of wall L:= 2.25-ft+ 2.25-ft+ 2.25-ft L= 6.75ft 2.25.35= 7.88 P Shear Wind v:= — v= 545.19pif E 2.25 Overturning Mot:= P•7.88•ft•— Mot= 9666.13Ib•ft 6.75 Moment (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 1O•psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft Moment Mot— Mr Holdown = 3721.56 lb Mr=1292.6316•ft Force 2.25-ft HITS hi • GREEN MOUNThIN PROJECT: Riverside - Plan 2626 Wstructural engineering DATE: Dec. 2017 BY: CM .JOB MO: 17486 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 1700•Ib P= 1700 lb Length of wall L:= 3•ft+ 6•ft+ 10•ft L=19ft P Shear v:= — v= 89.47p1f A 6 Overturning Mot:= P•8•ft•19 Mot= 4294.74 lb-ft Moment (6-ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+10•psf•8•ft)• 2 + 0.6.600•lb•6•ft Moment Mr= 5778Ib•ft Mot— Mr Holdown = —247.21 lb Force 6-ft Mall Level Wind Force P:= 4400.1b P=4400 lb Length of wall L:= 15-ft+ 7-ft+4•ft L= 26ft P Shear v:= — v=169.23plf S 4 Overturning Mat:= P•9•ft•26 Mot= 6092.31 lb•ft Moment (7•ft)2 Resisting Mr:= 0.6•(15•psf•17-ft+10•psf•17•ft)• 2 + 0.6.800•lb•4•ft Moment Mr= 81675 lb•ft Mme,— Mr Holdown = —518.8 lb Force 4'ft II ' GREEN MOUNTF1IN PROJECT: Riverside - Plan 2626 Iwostructural engineering DATE: DEC. 2017 BY: CM ; JOBNO: 17486 SHEET : L-13 _,.. LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3043•Ib P= 30431b Length of wail L:= 8.ft+ 7.ft L= 15ft P Shear v:= — v= 202.87p1f B L 7 Overturning Mot:= P•8•ft•15 Mot=1136053 lb-ft Moment (7•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10•psf•12•ft)• 2 + 0.6.600•Ib•7•ft Moment Mr=4725lb•ft Mot— Mr Holdown = 947.93 lb MSTC40 Force 7ft Main Level Wind Force P:= 4303.1b P=4303 Ib Length of wall L:= 3•ft+4•ft+ 3.5.ft L=10.5ft P Shear Wind v:= — v=409.81plf D L 3 Overturning Mat:= P•9•ft. Mot=11064.86lb•ft 10.5 Moment Resisting Mr:= 0.6•(15•psf•4•ft+10.psf.8.ft)•(3.ft)22 + 0.6.800•lb•3•ft Moment Mot— Mr Mr= 18181b.ft Holdown = 3082.29 lb Force 3'ft HITS It GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 up structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-14 LATERAL Interior Shear Walls at Garage Ma/n Level Wind Force P:= 3797•ib P= 3797 lb Length of wall L:= 12•ft L=12ft P Shear Wind v:= L v=316.42 plf C Overturning Mot:= P•9•ft Mot= 34173lb-ft Moment (12•ft)2 Resisting Mr:= 0.6.(10.psf•12•ft+10.psf•9•ft)• 2 + 0.6.1200•Ib12•ft Moment Mot— Mr Mr=177121b•ft Holdown =1371.75 lb Force 12•ft HTT5 II GREEK MOUI`ITINIM PROJECT: Riverside - Plan 2626 Iwo structural engineering DATE: Dec. 2017 BY. CM JOB NO: 17 4 8 6 SHEET: L-1 . ..,,.. ..,.. LATERAL WIND ON PORCH ROOF 126 MPH,EXP 13 w:= 6•ft.(4.43•psf+ 8.86•psf) w= 79.7 plf ,// D / , ,nI Ii II II II w I) II M II L II IIT C j II 1 Ill II DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12-ft w•L2 M:= 2— M= 3987 Ib ft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.71b L 12 SDS 1/4x21/4 screws(min)x172 lbs=2064 in combined withdraw w•L Nail top and bottom chord of first truss to wall with v:= p v= 66.45 plf (2)16d nails at 16"o.c.(web to studs) ri