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Specifications (51) `(`c1STO\ — i"0 \c\CW gLr--V( ee pi:olvED GREEN MOUMTnIN D E C 13 2017 lir structural engineering CITY i CAD UMG DIVISION Lateral Analysis For Riverside Homes — Plan 2626 Elevation A Progress Landing Lot 9 11990 SW Redberry Court Tigard, OR Dec 6, 2017 ��p PROpS " ,�G N,t; 'Q��O tu 49 8PE , •OREGON 9iNA MIPP Expires: ‘2• 1•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 MOUNTMIIN torstructural 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 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 r .` GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626 Mr structural engineering DATE: Dec. 2017 BY: CM Joe NO: 17486 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2-S05 SEISMIC BASE SHEAR V:= •W (EQ.12.14-11 with F=12) S5 mapped spectral acceleration for 55:= 1.00 short periods(Sea 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 11.4-1) Fa'_ 1'1 Based on Soil F„ Site coefficient(Table 114-2) Site Class D F�:= 1.8 SMS:= Fa•Ss SMS=1.1 (Eq.11.4-1) SMi:= F„-Si SMi= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS:= —3'SMS SOS= 0.73 > 0.509 SEISMIC 2 CATEGORY SDI:= 3•SM1 SDI= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SpS R:= 65 Table 9.52.2 V:_ W R 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=t3 per 12.3.42) WSD:= 0.7-E O.7.1.3.0.135•W 0.123-W WOOD SHEAR PANELS II GREEN MOUNThIN PROJECT: Riverside - Plan 2626 • structural engineering DATE: Dec. 2017 BY: CM JOB NO 17486 SHEET: ..._., L-2 LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND .SIM' -4 11 - 7.4 psf psf -4 _yWind ease 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 Seismic Wwal I ease Shear Aroof:= 5O•ft•46•ft Aroof= 2300ft2 AFloor 42.ft-54"ft Arloor=1428ft2 Wwalls4 50 ft 20 ft Wwalls =4000 ft2 SEISMIC:_ (Aroo 15•psf+ Aryoor•15•psf+ Wwalls'10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN II GREEN M0UNThIN PROJECT: Riverside — Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB 17 4 8 6 SHEET LATERAL ....� N��s�.,. _ . �A. L-3 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•Kz•Kt•Kd•V2•I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kit:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' Kz:= 0.57 qz:= .00256•Kt-Kzt•Kd•V2•I qz=19.69 (varies/height) 15'-20' Kz:= 0.62 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 21.42 20'-25' K := 0.66 qz:= .00256•Kz•Kzt•Kd-V5,2-I qz= 22.8 25'-30' Kz:= 0.70 qz:= .00256•lc.Kit•Kd-1/352-I qz= 24.18 II GREEN MOUNT�RIN PROJECT: Riverside — Plan 2626 jT v 1 1111111, structural 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:= cZ•G•CP G:= 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-•s' WINDWARD P,„,:= 12.4-psf•0.85.0.8 P,,,= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15'-20' WINDWARD PM := 13.49•psf•0.85.0.8 P,,,= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73 psf 20'-25 WINDWARD PN,:= 14.36•psf•0.85.0.8 P,�= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD P,w:= 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 P„,= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL= 6.88psf 20'-25' WINDWARD Pw:= 14.36•psf•0.85.0.3 P,y= 3.66 psf LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD PV,:= 15.23•psf•0.85.0.3 Pw= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf II GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 6 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. q 6 88 Assume Cp-0.5 psf PO A := 35 ...**4 14‘. 171Cp--0 6 8.5ft I IIII 8 ft 9.17 psf 111111111111111111111 6.1 psf Mean Roof Height 18+ 25 = 21.5 2 Loads at Roof roof-max roof-ave Windward 3.44•psf.8.5•ft=29.24 plf 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= 33.72plf 8.43•psf•8.5•ft= 71.66plf Leeward 5.73.psf•4•ft= 22.92pIf 5.73•psf•8.5•ft=48.71 plf It C GREEN MOUNThIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM Jae NO: 17486 SHEET: L-6 LATERAL 114C1 r + H Ilii �j II 11 11 IIII 11 11 II II II II II II ii 1-r 4 (.01;eliVNIITIS II 114.• I I ( II II `' � 0 0 Cr= EP . O ,f-- o I o F7 � P . r 1 t I MI 093 tA I I--- -- :—/ Iti r� 1 te ❑ - [ ki,„a; . . .---------------I , . , _-_____ r- Zw,,4 e ref t e„•,:ip.,r -- isl ••4 4 IDA iP 3---3 0 0 iter p II g6 GREEN� PROJECT: MOUMT�1� 1`I Riverside - Plan 2626 .., structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET.>. L-7 LATERAL - S9 V. a:1e I r 1 V' 1------�� 1 l`� O [� `d'_ II ii i o II _r'm' �,' II IIt o II 7,4__,,j I 4 .C. NI -4- � . i. i NI a J 7J , im Mgl -_ M emwoo►1 I ng Pa E3s; —J I I i, IN a—.is N — MI NI smowoom M 'Nomt 4---nE 464.1.1 iil I I j_^ I I -u , • V L-J , 4 P MIAL Q.LVAMIN Met'll 0 O' t". .. If. t 63� t t 1115 t-pie. ph GREEN MOVNThIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY CM JOG NO:w 17 4 8 6 SHEET: ....,_ L70 LATERAL NIti.►v Lavas lea O1µ > Ls .� 16 „�. i mom omw ire ) ROOM 1 ! e Nicr 7ii .3"" LH s n t it i It r i r 1, I I till , '' ^ 1 H U 1 `yj? _� 000,10 1229 1 1 .. I '" "'. _Q_Je v i ceow . mama, „ail. t...1> ell 61612)— I.' 1.... Clamtitighi 2013°i $D"'1> 7' ti loi 1 t1coV" Illevt''' 11 r GREEN MOUNThIN PROJECT: Riverside - Plan 2626 giorstructural engineering DATE: Dec. 2017 BY: CM JOB NO. 17486 SHEET: 1,-9 _ LATERAL . SHEAR WALL DESIGN Pa Pd 4 WdI 4, F ' — P (V) P:= wind V:= seismic h r 1 L R=Holdown Force Based on IBC Basic Load Combinations 0.6D+ W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mat:= P•h (L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwall)• 2 + O.6•Pdi•L Mot— Mr Holdown Force R:— L II GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 tie14, structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 ......, SHEET: ., L-1 Q LATERAL Left Elevation Exterior Wal lS Second Level Wind Force P:= 1700•1b P= 1700 lb Length of wall L:= 3.5•ft+ 6•ft+11•ft L= 20.5ft P Shear v:= — v= 82.93p1f A L 3.5 Overturning Mot:= P•8-ftMot= 2321.95Ib•ft Moment 205 (3.5•ft)2 Resisting Mi.:= 0.6•(15psf.17.ft+10.psf.8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr= 2491.13lb•ft Mot— Mr Holdown = —48.34 lb Force 3.5ft 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=162.96plf B 4 Overturning Mot:= P.9.ft. Mot= 5866.67lb•ft 27 Moment (4•ft)2 Resisting Mr:= 0.6•(15psf.17•ft+10•psf•17•ft)• 2 + 0.6.800•lb•4•ft Moment Mr= 3960lb•ft Mot— Mr Holdown =476.67 Ib Force 4.ft PI A GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 a lr,,w_ lip structural engineering DATE: Dec' 2017 BY. CM JOB NO: 17 4 8 6 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level-Ele v Gov desn Wind Force P:= 2859-lb P= 2859 lb Length of wall L:= 5•ft•2+3.5•ft•2 L=17ft P Shear v:= - v=168.18plf B 3.5 Overturning Mot:= P•8•ft• 17 Mot=4708.94lb-ft Moment (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•3.5-ft Moment Mr=1774.5lb•ft Mot— Mr Holdown = 838.41 Ib Force 3.5-ft Main Level -not considering the.3rd ca-garage Wind Force P:= 3680-lb P= 3680 lb Length of wall L:= 2.25•ft+ 2.25•ft+ 2.25•ft L=6.75ft 2.25.3.5= 7.88 P Shear Wind v:= L v= 545.19plf E 2.25 Overturning Mot:= P•7.88•ft•675 Mot= 9666.13lb•ft Moment (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•lb•2.25•ft Moment Mot— Mr Mr=1292.63lb•ft Holdown = 3721.56 lb Force 2.25•ft HTT5 1 IA GREEN MOUNTIMIN PROJECT: Riverside - Plan 2626 Milf, structural engineering DATE: Dec. 2017 BY:w cM JOB MO: 17 4 8 6 SHEET: L-12 LATERAL �r �.�., Right Elevation Exterior Walls Second Level Wind Force P:= 1700.1b P=1700 lb Length of wall L:= 3•ft+ 6•ft+10•ft L=19ft P Shear v:= L v= 89.47plf A 6 Overturning Mat:= P•8•ft•19 Mot=4294.74 lb•ft Moment (6•ft•)2 Resisting Mr:= 0.6•(15•psf•17•ft+10•psf•5-ft)• 2 + 0.6.600•Ib•6•ft Moment Mr= 5778lb•ft Mot— Mr Holdown = 247.211b Force Eft Main Level Wind Force P:= 4400 lb P=4400 lb Length of wall L:= 15•ft+ 7.ft+4.ft L= 26ft P Shear v:= - v= 169.23plf S 4 OverturningMot:= •P 9 ft26 Mot= 6092.31 I b•ft Moment (7•ft•)2 Resisting Mr:= 0.6•(15•psf.17•ft+ 10.psf•17•ft)• 2 + 0.6.800•Ib•4•ft Moment Mr= 8167.5lb•ft Mot— Mr Holdown = —518.8 lb Oft Force GREEN MOUNTRIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3043•Ib P= 3043 lb Length of wall L:= 8-ft+ 7•ft L=15ft P Shear v:= — v= 202.87plf B 7 Overturning Mot:= P•8•ft15 Mot=11360.53lb•ft Moment (7•ft)2 Resisting Mr:= 0.6.(15.psf.2.ft+ 10•psf•12•ft)• 2 + 0.6.600•lb•7•ft Moment Mr=4725lb•ft Mot— Mr Holdown — 947.93 lb 7 ft MSTC40 Force Main Level Wind Force P:= 4303•Ib P=4303 lb Length of wall L:= 3.ft+ 4•ft+ 3.5•ft L=10.5ft P Shear Wind v:= r v=409.81 plf D 3 Overturning Mot:= P•9•ft•— Mot=11064.86Ib•ft Moment 105 (3•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•3•ft Moment Mo— Mr Mr=18181b•ft Holdown = 3082.29 lb Force aft HITS II GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 %it structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: 1,,,,-14 LATERAL Interior Shear Walls at Garage Main Level Wind Force P:= 3797•lb F'= 3797 lb Length of wall L:= 12-ft L= 12ft P Shear Wind v:= — v= 316.42plf C L Overturning Mot:= P•9•ft Mot= 341731b•ft Moment (12•ft)2 Resisting Mr:= 0.6•(10•psf•12•ft+10.psf•9•ft)• 2 + 0.6•1200.1b12-ft Moment Mot— Mr Mr=17712lb•ft Holdown =1371.75 lb Force 12•ft HTTS 11 GREET 7 MQV�'i'�� PROJECT: Riverside - Plan 2626 .iiiir structural engineering DATE: Dec 2017 BY: CM JOB NO: 4 17486$6 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf ,•I D I fl 11 I II II II M II L 1114, II G II II II w 1 1 lib 1111111Ai DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 12-ft w•L2 M:= 2 M= 3987 lb 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) II