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Specifications 11,11 of + GREEN MOUNT�IIN � 41a structural engineering DEC ?_017 : 2) Lateral Analysis For Riverside Homes — Plan 2885 Elevation B Progress Landing Lot 3 12082 SW Redberry Court Tigard, OR Dec 6, 2017 cO op,c. ti1/4 ,x• NF ��O 49 8PEcr y. OREGON 00,E 12, �4qq P� "VA MU" Expires: 12'41'1$ Job No:17485 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 Mi 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 ft GREEN MOUNThIM PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: cm JOB NO: 17485 SHEET: L i LATE RAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sos SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) SS mapped spectral acceleration for 55:= 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 11.4-1) Fa'- 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) Site Class D F�:= 1.8 SMs Fa•S5 SMS=1.1 (Eq.11.4-1) SMS:= F„•S1 SMS= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 Sas —3•SMs Sos= 0.73 > 0.50g SEISMIC 2 CATEGORY Srn:= 3•SM1 SDI= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2•Sas R:= 6.5 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=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS 11 GREEN MOUNTPIIN PROJECT: Riverside - 2885 %OP structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND A.' MIL 11 7. psf psf Wind ease Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf+ 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 -} — Wfloor Seismic Wwal I Ease Shear Aroof:= 52•ft•40•ft Aroof= 2080 ft2 Afloor 43•ft•40•ft Afloor= 1720ft2 Wwalls 4 52 ft 20 ft Wwalls =4160 ft2 SEISMIC:_ (Aroof•15•psf+ Ary,or•15•psf+ Wwalls•10•psf)•0.123 SEISMIC=12127.8 lb WIND GOVERNS DESIGN 11 GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM �. JOB NO: 17485 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•I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR Kort:= 1,0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•lc-KZt•Kd•V3s2•I qz=19.69 (varies/height) 15-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•K •Kd•V3s2•I qZ= 22.8 25'-30' KZ:= 0.70 qz:_ .00256•KZ•KZt•Kd•V3s2•I qz= 24.18 11 '4 GREEN MOUNTIIIN PROJECT: Riverside - 2885 lie structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 ww. LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= q •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'-15WINDWARD P,N:= 12.4•psf•0.85.0.8 P,y= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15'-20' WINDWARD P,y:= 13.49•psf•0.85.0.8 P,N= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL = 5.73 psf • 20'-25' WINDWARD Pw:= 14.36.psf.0.85.0.8 Pw= 9.76psf 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= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL.= 6.32 psf 15'-20' WINDWARD P,y:= 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 PW:= 14.36-psf•0.85.0.3 PW= 3.66 psf LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD P,, := 15.23•psf•0.85.0.3 PN,= 3.88 psf LEEWARD PL:= 15.23.psf•0.85.0.6 PL= 7.77 psf GREEN MOUNTAIN PROJECT: Riverside - 2885 a�. /2017 structural engineering DATE: 12/4/2017_ BY: CM JOB NO: 17485 SHEET: L-5 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 Assume 6.88 Cp—O psf psf 8 := 35 p--0.6 8 f 9.17 psf 61 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 344•psf•5.5•ft= 18.92 pIf Leeward 6.88•psf•5.5•ft= 37.84pIf Wall loads at upper Ievel at main level Windward 8.43psf4•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=48.71p If 11 4Aav 1,of€ L-7 1' 101 it' l ni } PSS -_ ,_A ❑ ❑ I I I IIi I I III I i /"- III I I MA� IJ III BEEDR"STER OOM 1 BEDROOM Two X ua :r.--..../jj ---r"---N IJnI I S it o ill I t — A� OATH Ti ?"7"="i-QL.JS, r, 1 it ILAUNORY C V re C•I I Eg I i 4 I _1 P&S �_ _ Y" i P&S V I 13 ij I II 0 ✓� ,' i� .[ ==NL 0 /N --/ • LOFT 0 0 0 11 BEDROOM BEDROOM THREE FOUR ( . tjj 14 Lift 1 milWarwo I 2 331' �1 6040 %0 SLDR. ¢040 X0 SLDR. 2030 6030 PIC (EGRESS) (EGRESS) MG. L t.... (prit., 4... A. 1 J� tlh°�� kfthAp. la/c , 14 t �o of L-8 L 16 - - "-0-- a. .. t_ 71 �~ DINING ROOM GREAT J_ ROOM 1 POCKET Fes' a 1 II .\_II .4' r-h I oITN 1 0- IZZ I II A. N—J t i..---- 11 I V KITCHEN 1 II I I I IT 14-77 1 .1 11 I ��) I I I I I i i II 'U II J 1 I I I �\ 4(49 l� LQ L __jct.! iye.coq / _=__=� DETNL 11.1 M I II yr 1.a '� ! GARAGE L ` Q O FOYER �� ---t:=9r 243-#b /� ---,,--ice/ — -- /� r�� l_ _ - 1- _ _ �� Vel DEN II qp 11 11 131, ammsob 4 C. tiOrtleGla Z GREEN MOUNTnIN PROJECT: Riverside - 2885 structural engineering DATE: 2 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN PdI PdI Wdl 4, p P:= wind V:= seismic h L. R=Hol down V Force Based on 2012 IBC Basic Load Combinations 160531 0.6D+ W (Equation 16-11) 0.6.0+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h (2 L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwai)• + 0.6 Pdi•L Mot— Mr Holdown Force R L II ''''''''''r x' ' - GREEN MOUNTAIN PROJECT: Riverside - 2885 1100Pstructural engineering DATE: 12/4/2017 BY: CM JOB NO: 17 4 8 5 SHEET: L-1 O LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 2260lb Length of wail L:= 5-ft+4.ft+19-ft L= 28ft P Shear v:= L v= 80.71 plf A 5 Overturning Mot:= P•8•ft•28 Mot= 322857lb-ft Moment (5-ft)2 Resisting Mr:= 0.6•(15psf•2•ft+10•psf•8-ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Mot— Mr Holdown = 120.71 lb Force 5ft Main Level Wind Force P:= 4660•Ib P=4660 lb Length of wall L:= 14•ft+10•ft+ 8.ft L= 32ft P Shear v:= — v=145.63pIf S L 8 Overturning Mot:= P-9•ft•3—2 Mot= 10485lb.ft Moment (8.ft)2 Resisting Mr:= 0.6•(15•psf-2•ft+ 10•psf•17•ft)• 2 + 0.6.800.16.8-ft Moment Mr= 7680lb-ft Mot— Mr Holdown = 350.63 lb Force 8-ft GREEN MOUNTVIIN PROJECT: Rivers de - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 2373 lb Length of wall L:= 3.5•ft+ 3•ft+ 3.5.ft+ 3.5•ft L= 13.5ft P Shear v:= - v=175.78plf S 3.5 Overturning Mot:= P•8•ft•— Mot= 4921.78lb•ft Moment 13.5 (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=1774.5Ib•ft Mot— Mr Holdown = 899.22 lb Force 3'5 ft MSTC48S3 Main Level Wind Force P:= 2988.1b P= 2988 lb Length of wall L:= 2.25•ft+ 2.25•ft+1.5•ft+1.5•ft L= 7.5ft 2.25.3.5= 7.88 P Shear Wind v:= L v= 398.4 plf D 225 Overturning Ma:= P•7.88•ft•— Mot= 7063.63 lb•ft Moment 7.5 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft Moment Mot— Mr Mr=1292.631b.ft Holdown = 2564.89 lb Force 2.25•ft HITS ei • 4 Y GREEN MOUNTAIN PROJECT: Riverside - 2885 Mir structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 ,....w. LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260.16 P= 22601b Length of wall L:= 5•ft+ 5.ft+4.ft L=17ft P Shear v:= — v=132.94 plf A 4 Overturning Mot:= P•8•ft•17 Mot=4254.12 lb•ft Moment (4•ft)2 Resisting Mr:= 0.6.(15psf.2.ft+10•psf•8•ft)• 2 + 0.6.600•Ib•4•ft Moment Mr=1968 I6•ft Mot— Mr Holdown = 5715316 Force 4•ft Main Level Wind Force P:= 4660.lb P=466016 Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23p1f B 8 Overturning Mot:= P•9•ft•2—6 Mot=12904.62 lb•ft Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf•17•ft)• 2 + 0.6.800.16.5.ft Moment Mr= 7680Ib•ft Mot— Mr Holdown = 653.0816 8•ft Force II GREEN MOUNT�IIN PROJECT: Riverside - 2885 lirstructural engineering DATE: 12/4/2017 BY: CM LATE RAL JOB No: 17485 SHEET: L-13 Rear Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 23731b Length of wall L:= 7.5•ft+ 11•ft+4•ft L= 22.5ft P Shear v:= — v= 105.47p1f A L 7.5 Overturning Mot:= P'8•ft•— Mot= 6328lb•ft Moment 225 (7.5•ft)2 Resisting Mr:= 0.6•(15psf•2•ft+10•psf•12•ft)• 2 + 0.6.600•lb•7.5•ft Moment Mr= 5231.251 b•ft Mot— Mr Holdown = 146.23 lb Force 7.5ft Main Level Wind Force P:= 3813•lb P= 3813 lb Length of wall L:= 6•ft+ 7.ft+4•ft L=17ft P Shear Wind v:= — v= 224.29p1f B L 4 Overturning Mat:= P•9•ft•17 Mot= 8074.59Ib•ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•lb•4•ft Moment Mot— Mr Mr= 2592lb•ft Holdown =1370.65 lb Force 4•ft HTTS IA GREEN MOUNThIIN PROJECT: Riverside - 2$$5 Ile structural engineering DATE: 12/4/2017 BY: CM JOB NO. 174$5 SHEET: L-14 LATERAL Interior Shear Walls at back of Garage Ma/n Level Wind Force P:= 4069•lb P=40691b Length of wall L:= 18•ft L=18ft P Shear Wind v:= L v= 226.06plf Overturning Mot:= P•9•ft Mat= 36621Ib•ft Moment (18•ft)2 Resisting Mr:= 0.6.(10•psf•12•ft+ 10.psf•9.ft)• 2 + 0.6.1200•Ib•18•ft Moment Mo- Mr Mr= 333721b•ft Holdown = 180.5Ib Force 18ft II , - GREEN MOUNTININ PROJECT: Riverside - 2885 . lir structural engineering DATE: 12/4/2017 BY: CM JOB No: 17485 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 7 D / / II II IIII vi II II M II siird III T G II 11 II Ism II 1 III II DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11-ft w-L2 M:= 2 M= 3987lbft 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= 72.49 plf (2)16d nails at 16"o.c.(web to studs)