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Specifications (22) IX\S-1-30C1- -A_ � yq sw cicu,u;* s -• GREEN MOUNTAIN RECEIVED structural engineering JAN 2 9 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 40 Tigard, Oregon Contractor: Riverside Homes PROttF �' NE.�s4.%) 49 78PE 'Acc I— I I OREGON rr MU ±EXPIRES I'Z• 31 Project Number: 17485 January 15, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 greenmountainse corn- info©greenmountainse.com-4857 NW Lake Rd..Suite 260.Camas,WA 98607 iitiot GREEN MOUNThIN structural engineering STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor 10 psf C. Exterior walls10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Live load: A. Floor 40 psf B. Decks&Balconies 60 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load-based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=126 mph B. Exposure B C. Importance factor I=1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional FactorKd=0.85 F. Structure classified as enclosed 5. 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 second period S 1 .34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#5 B. Maximum vertical bearing pressure1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 IIIII greenmountainse.com-info@greenmountainse.corn-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTAIN PROJECT: Riverside - 2885 410 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATE RAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1r SEISMIC BASE SHEAR V - w (EQ.12.1411 with F=12) K Ss mapped spectral acceleration for Ss•= 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) F� := 1,8 Site Class D SMS Fa•Ss SMS= 1.1 (E q.11.4-1) SMi Fv•S1 SMi= 0.61 (Eq.11.42) 11.4.43 Design spectrum response acceleration parameters 2 SDS= 3'SMS t,L7,h > ";'9 SEISMIC 2 CATEGORY Spi:_ 3•SMi „ 0 41 > ( 20q D per Table 11.6-1 1.2 SpS WOOD SHEAR PANELS V W CS 6 h Table 9.52.2 R 1.2.0.73 V:_ W V 01.5".i 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 0.7.1.3.0.135.W 12s v.; WOOD SHEAR PANELS 11 GREEN M0UNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 r'4 p ssf Pf Wind ease Shear I � Length L:= 52-ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf + 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 - — tir:'foor — Seismic Wwal I E3ase Shear Aroof:= 52•ft•40•ft Aro = 2080ft2 Afloor 43•ft•40•ft Afloor= 1720 ft2 Wwalls 4 52 ft20 ft W„11,=4160 ft2 SEISMIC:_ (Aroof.15•psf + Afoor•15•psf+ Wwaiis•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN II GREEN MOUNTIIIN PROJECT: Riverside - 2885 Ile structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-3 LATE RAL 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 KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•ICA•Kd•V3,2•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 KZ:= 0.70 qz:= .00256•KZ•ICA•Kd•V3,2•I qz= 24.18 GREEN MOUNTVIIN PROJECT: Riverside - 2885 ilie structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 9Z Cp G:= 0.85 Gust factor C, coefficient coecient AT WALLS For Working Stress Design Mu ltiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PW:= 12.4.psf•0.85.0.8 PW= 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 PH,= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD P,v:= 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 PW:= 12.4•psf•0.85.0.3 PH,= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL = 6.32 psf 15'-20' WINDWARD PN,:= 13.49•psf•0.85.0.3 PN,= 3.44 psf LEEWARD Pi:= 13_49•psf•0.85.0.6 Pt-=6.88-psf 20'-25' WINDWARD 12„,:= 14.36•psf•0.85•0.3 P,v= 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 P„, = 3.88 psf LEEWARD PL := 15.23-psf•0.85.0.6 PL = 7.77 psf hi GREEN MOUNThIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. Assume 5.44 6.88 Cp-0.3 psfNilo. psf := 35 \41 411111‘ 7Cp--0.6 8ft 9.17 6.1 psf psf 9 ft Mean Roof Height 2 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf.5.5•ft= 18.92 plf Leeward 6.88.psf•5.5•ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72p1f 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 VAN-1.C, Roof A& )) Q, 1 -r rr i n ,x`1111 11 n —54--- C: PRE. MFG. 'U�= S 0 24" O.Q. '.��_. _ CARDER TRUSS ti 'fr'i�ir.,• ,V.V..i• 4,10:�►t^ -.. .-. i♦!"i' iria ♦♦!i►+♦�I►li♦� �° 9;.7 j. mail"' • • !i+i♦ii!ii • i♦ ♦ 4i1►< ! ► j♦ � ♦ X♦44+ .r..1..40, iS ,,. I♦ i ►� ► •i � j ♦♦ - 'c 44l �`I .q N r"l' +++'♦`!''►'l ►liiii♦moi - • ♦i1i♦!�l�I i• lii „sr-L .3— 1---------FL,?a � 40 �.♦•n♦a!�♦ 1►i�:� • n RtocE • il, Eli..A4, V illi♦♦i i♦i♦iii`viii♦i\• i i'10 44+iii ii►i+++\ ♦ 4 4r 4 4k ♦♦♦!♦♦lli♦i!H♦-•♦♦♦i a*dili4► ♦4► ♦ ♦♦, ii ►i ♦ ll , , l . , / l ♦ ► i'11i �A , A' � - . i irli. 'i♦ !: 4; , ♦iiiiiiiliiii*1.1M14+♦+i*►i♦+♦iii®)'�+iiiii4,�l+iii`, 'iiiii+iii" 4P—'10 4►+♦• ,*•+!♦♦'�iii+iii`, p _ _ p Mpg ♦i!♦♦i!!♦l♦i♦l!♦ o - -U S ♦4.•i!! ; } MFG. -USSES 6 24" O.C. : . ��r ❑ - 'ia'I G .� - Ill SSSS O 24" 0.0._ �IMJ W t'-6` RMSEO Ind ((HEEL AT PORCH I®i fail ROOF w OUES7•15DRM AT - - JACKSt 1 • 24" O.C. //� . L C ® PRE. MFG 1 W/ t'-e• RAISED _I1 '� re, TRUSSES HEEL 0 24' O.C. W/ t'-6' RAISED O " N L Il O re kmvAv troE. L-7 2ebleb1v =fir O a Illi III MASTERAIII �� eSHr ",._ �- f . III MASTER 1 BEDROOM BEDROOM 1 i •L TWO 14411' �� C II !II III 4 1 III w' .—S • En:] Mit 1-I�INIM 1111111 AO I SAM ' In. i MEM i. WI � ;LAUNDRY ILL 1 ° gni 1 ila e'c' t fdI!j °^�1�11111 ECM.IMI* , p. 1rffliMEN II • LOFT 0 0 - 0 { 11 2l BEDROOM BEDROOM ., THREE FOUR it rhhhh1hh1. _. ..�.11111. J 2 3,, t tll 6046 XO SLDR. 6046 XO SLDR. 6050 PIC. 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L -r — i L 1 AEN 1 i(1 II I,Iq "i d....r I I i, .43 Cr- it 4 G F GREEN MOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl f dI Wdl I 4._ p (v) P:= wind V:= seismic h 12=Holdown Force Based on 2012 IBC Basic Load Combinations 1605.3.1 0.6D + W (Equation 16-11) 0.6•D i 0.7E (Equation 16-12) Overturning Moment: Mot:= t' h L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwaii)•(2 + 0.6•Pdl•L Mot- Mr Holdown Force R L GREEN MOUNTnIN PROJECT: Riverside - 2885 VIP structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1O LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260-lb P= 2260 lb Length of wall L:= 5-ft+4-ft+ 19-ft L= 28ft P Shear v:= - v= 80.71 plf A 5 Overturning Mot:= P•8•ft — Mot= 3228.57 Ib ft Moment 28 (5'ft)2 Resisting M�:= 0.6 (15.psf•2•ft + 10 psf•8.ft)• 2 + 0.6.600•Ib-5-ft Moment Mr = 2625lb•ft Mot- Mr Holdown = 120.71 lb Force 5.ft Main Level Wind Force P:= 4660.1b P= 46601b Length of wall L:= 14•ft + 10•ft + 8•ft L = 32ft P Shear v:= - v= 145.63pIf 8 Overturning Mgt:= P 9 ft — Mot = 104-85 lb ft Moment 32 (8•ft)2 Resisting Mr:= 0.6 (15 psf•2•ft+ 10•psf•17•ft)• 2 + 0.6-800.1b-8-ft Moment Mr = 7680lbft Mot- Mr Holdown = 350.63 lb Force 8-ft II GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATE RAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373.lb P= 2373lb Length of wall L:= 3.5.ft+ 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= - v= 175.78 plf 3.5 Overturning Mot:= P 8 ft•— Mot = 4921.78 lb ft Moment 13.5 (3.5 4-02 Resisting Mr:= 0.6•(15.psf'4•ft+ 10•psf.8•ft)• 2 + 0.6.600.1b 3.5 ft Moment Mr = 1774.5 lb ft Mot - Mr Holdown = 899.22lb Force 3'5 ft MSTC48133 Main Level Wind Force P:= 2988•Ib 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:= - v= 398.4 plf D 2.25 Overturning Mot:= 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 Holdown Mot- Mr = 2564.89 lb Mr= 1292.631b•ft Force 2.25.ft HITS GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260.1b P= 2260 lb Length of wall L:= 8•ft + 5•ft+ 4•ft L= 17ft P Shear v:= L v= 132.94 plf A 4 Overturning Mot:= P•8•ft•17 Mot= 4254.12 1 b•ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•4•ft Moment Mr= 1968lb•ft Mot- Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660•Ib P=4660 lb Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23 plf L 8 Overturning Mot:= P•9•ft 26 Mot= 12904.621b•ft Moment (84-02 Resisting Mr:s 0.6•(15-psf•2•ft + 10•psf-17•ft)• 2 + 0.6.800•Ib•8-ft Moment Mr= 7680lb-ft Mot- Mr Holdown = 653.08 lb 8-ft Force II GREEN MOUNTMIN PROJECT: Riverside - 2885 1110 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 2373 lb Length of wall L:= 7.5•ft+11•ft+ 4•ft L= 22.5ft P Shear v:= L v= 105.47p1f A 7.5 Overturning Mot:= P•8 ft•-225 Mot= 63281b ft Moment 22.5 (7.5•ft)2 Resisting Mr := 0.6.(15•psf•2-ft+10•psf•12•ft)• 5 2 + 0.6 600•Ib•7. ft Moment Mr = 5231.25lbft Mot- Mr Holdown = 146.23lb Force 7.5•ft Main Level Wind Force P:= 3813 lb P= 3813 lb Length of wall L:= Eft + 7•ft+ 4•fit L= 17ft P Shear Wind v:= - v= 224.29pIf B 4 Overturning Mot:= P•9 ft 17 Mot= 8074.59 lb-ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800 Ib.4 ft Moment Mot- Mr Mr= 2592 lb-ft Holdown = 1370.65 lb Force Oft HITS GREENMOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATE RAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P=4069Ib Length of wall L:= 18-ft L= 18ft P Shear Wind v:= — v= 226.06pIf B L Overturning Mot:= P•9•ft Mot= 36621lb.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 Mot- Mr Mr = 333721b•ft Holdown = 1805 lb Force 18-ft GREEN MOUNThIN PROJECT: Riverside - 2885 AINIP structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP D w:= 6•ft•(4.43.psf + 8.86•psf) w = 79.7 plf f II it I) II w �I M II IIT c11 v II i III iii / i DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11.ft w•L2 M:= - M= 3987Ibfit 2 support beam on post in wall at house with M Simpson HUCQ-SDS C:_ T:= C C= 398.7lb 12 SDS 1/4x21/4 screws(min)x172 lbs=2064 in combined withdraw w•L Nail top and bottom chord af first truss to wall with v:= — v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) 11