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Specifications (18) /41 vi Cu) Note ex VitST 2019. O02(Jo GREEN MOUNThIN RECEIVED 1111, JUN 13 2019 structural engineering CITY OF TIGAD9 BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2626 Elderberry Ridge, Lot 3 Tigard, Oregon Contractor: Riverside Homes 414 49 ME '� , OREGON [EXPIRES 12. 31 ;2.0700 Project Number: 17486 May 20, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 11111 greenmountainse.com-info®greenmountainse.com-4857 NW Lake Rd_.Suite 260.Camas,WA 98607 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 walls ....10 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 Factor Kd=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 S1=0.34 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 pressure 1500 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 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNThIN PROJECT: Riverside - Plan 2626 101" structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-1 LATE RAL SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings % SEISMIC BASE SHEAR (EQ.12.1411 with F=12) mapped spectral acceleration for SS := 1.00 short periods(Se c.11.4.1) from USGS web site S. mapped spectral acceleration for S :_ 0.34 1 second period(Sec.11.4.1) F_ 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 (Eq.11.41) SM1:= Fv•Si SM1= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 Sps 3.5H SDS= 0.73 > 0 h()(1 SEISMIC 2 CATEGORY SDI:= 3•SM1 Spi= 0.41 > 1) 0 D per Table 11.6-1 WOOD SHEAR PANELS 1.2.50s R:= 6.5 Table 952.2 V:_ •W 1.2.0.73 V:= •W V:= 0.135•W 6.5 12.4 Seismic Load Combinations (Eq.12.43 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 ii GREEN MOUNThIN PROJECT: Riverside - Plan 2626 VP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-2 LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND ALI 11 —> rA Psf psf Wind 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 - — Wfioor — Seismic Wwal I E3ase Shear Aroof:= 50•ft•46•ft Aroof= 2300 ft2 Afloor 42•ft•34.ft Afloor= 1428ft2 Wwalls 4.50•ft•20•ft Wwalls= 4000ft2 SEISMIC (Ar •15•psf+ Afioor•15•psf+ Wwalls•10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN GREEN MOUNThIN PROJECT: Riverside - Plan 2626 10110' structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-3 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•Kz•Krt•Kd•V2•I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR Krt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 057 qz:= .00256•K2•Krt•Kd•V3s2•I qz= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•Krt•Kd•V382.1 qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•Krt•Kd•V3s2•I qz= 22.8 25' 30' KZ:= 0.70 qz:= .00256•Kz•Kn•Kd•V3s2.1 qz= 24.18 11 GREEN MOUMTIIIN PROJECT: Riverside - Plan 2626 410. 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:= qz•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'-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 1B-20' WINDWARD PW:= 13.49.psf•0.85.0.8 PW= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 Pt. = 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 Pw,:= 12.4•psf.0.85.0.3 Pw,= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL = 6.32 psf 1B-20' WINDWARD PW:= 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= 3.66psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 2B-30' WINDWARD PW:= 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 MOUNTIIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 Assume Cp-0.5 psf Pa H fir; cp--0.6 8.5 ft 9.17 psf 6.1 psf 9 ft 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= 33.72pIf 8.43•psf•8.5•ft= 71.66pIf Leeward 5.73.psf•4-ft= 22.92pIf 5.73•psf 8.5•ft= 48.71 plf II GREEN MOUNThIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-6 LATERAL �l4C? �J�� ii + iii ���) i ii . r, , l � i°14") ikir'iltb i • 1 . ,„ inc ❑ ❑ yii 1 . a ,..,I CO i 1 d, 1 ® 0 t� r — ,— .m c L_-____I ❑ 1 ❑ ❑ C 11 V �� .1-------- �- -- -- --- 1 "atilt/Ott' 74-ti p •i_ ►S nI ❑ 1=1. CO I4P ., 1 ,, ,....._______A__________L........___________„„ &51,44„ A • GREEN MOUNTRIN PROJECT: Riverside - Plan 2626 likr structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-7 LATERAL Vow loos e__ -I === 1ii i Iri1D 11 f IF 1 a WV j 1 J a 1 8 l A a NI _f il�. ei 1.., IN IM I. ` R.]' �"� II Io I M LCrr `..a SATI NI Ile N 111 II 1 N m I ■ [ r.. .... ,--r, ii 1 1 I II }_+I-__ .1mik 1 , 1,1...............p—�y� � J I I [PARTIAL O.YA'IION POR'S a C' L---- ft �� t t -vi,, r A GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 1111, structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET L-8 LATERAL 1Ntm+o baht a; 314/1444 keieti ft, II Iw� Nook i GREAT ) ROOM I . ' 1 ) g , , ) JI I I II I I i it I ii I 11111111 � II 8 410ii-- 000010 ___ 0 1___I Y �-j L J ,I iI �`{R GARAGES D-- I --- o, ix.v 84s, 1 or.A.,ethA. mama 1 1 qty- ==== ., t.-4 (1)\ FOYER I iMrr\' Ii. 2.:1 imil 1,1- 2co1 ti 1 aa's i lam ' 1.1160.- A GREEN M O O N TSI I N PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-9 LATE RAL SHEAR WALL DESIGN Pdl f dl 4, Wdl I I p ( P:= wind V:= seismic h L. R=Holdown V Force Based on IBC Basic Load Combinations ),(H, (Equation 16-11) (Equation 16-12) Overturning Moment: Mat:= F I L2 Resisting Moment: Mr:= 0.6 �Wdi + W (2 + 0.6•Pdi•L Mat- Mr Holdown Force R L II GREEN MOUNThIIN PROJECT: Riverside - Plan 2626 lie structural engineering DATE: Dec . 2017 BY: CM JOBNO: 17486 SHEET: L-1O LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 1700•lb P= 1700 lb Length of wall L:= 3.5•ft+ 6•ft+ 11•ft L= 20.5ft P Shear v:= — v= 82.93pIf A L 3.5 Overturning Mot := P 8 ft Mot= 2321.951b•ft Moment 20.5 (3.5 ft)2 Resisting Mr := 0.6 (15-psf-17 ft+ 10 psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr = 2491.13 lb ft Mot - Mr Holdown = -48.34 lb Force 3.5ft Main Level Wind Force P:= 4400-lb P= 44001b Length of wall L:= 4.ft+4•ft+ 6•ft+ 13•ft L= 27ft P Shear v:= — v= 162.96p1f S 4 Overturning Mot:= P•9-ft-27 Mat= 5866.671b-ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft)• 2 + 0.6.800Ib•4•ft Moment Mr = 3960lbft. Mot - Mr Holdown = 476.67 lb 4ft Force GREEN MOUNThIN PROJECT: Riverside - Plan 2626 IOW structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-11 LATE RAL Front Elevation Exterior Walls Second Level-ElevA Gov design Wind Force P:= 2859•Ib P= 28591b Length of wall L:= 5•ft•2+ 3.5•ft•2 L= 17ft P Shear v:= L v= 168.18pIf S 3.5 Overturning Ma: P 8.ft.— Mot= 4708.94lb•ft Moment 17 (35•ft)2 Resisting Mr:= 0.6•(15•psf.4•ft+ 10•psf•8.ft)• 2 + 0.6.600•Ib•3.5-ft Moment Mr = 1774.5 lb• t Ma- Mr Holdown = 83841 lb Force 3.5-ft Main Level -not considering the 3rd car garage Wind Force P:= 3680.lb P= 3680 lb Length of wall L:= 2.25•ft.+ 2.25•ft+ 2.25•ft L= 6.75 ft 2.25.3.5 = 7.88 P Shear Wind v:= — v= 545.19plf E 2.25 Overturning Ma:= P•7.88•ftMot= 9666.131b ft Moment 6.75 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf.4•ft+ 10.psf.8.ft)• 2 + 0.6.800-lb.2.2.5ft Moment M0 - Mr Mr= 1292.63 lb•f t Holdown = 3721.56 lb Force 2.25•ft HITS GREEN MOUNThII 1 PROJECT: Riverside - Plan 2626 Ilestructural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 1700•lb P= 1700 lb Length ofwall L:= 3•ft+ 6•ft+ 10•ft L= 19ft P Shear v:= - v= 89.47 plf A 6 Overturning Mot:= P43 ft 19 Mot= 4294.74 Ib•ft. Moment (6•-L)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•6ft Moment Mr = 5778lbft Mot Mr Holdown = -247.21 lb Force 6•ft Main Level Wind Force P:= 4400•Ib P= 4400 lb Length of wall L:= 15ft+ 7•ft+4•ft L= 26ft P Shear v:= - v= 169.23p!f B 4 Overturning Mot:= P•9•ft.— Mot= 6092.31 lb ft Moment 26 Resisting Mr:= 0.6•(15.psf-17•ft+ 10•psf.17•ft)•(7-f-02 2 7 ft)22 + 0.6.800•Ib•4•ft Moment Mr = 8167.5 lb•ft Mot- M1 Holdown = 518.8 lb Oft Force GREEN MOUNTVIIN 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.lb P= 3043 lb Length of wall L:= 8•ft+ 7•ft L= 15ft P Shear v:= — v= 202.87pIf B 7 Overturning Mot:= P•8•ft•— Mot= 11360.53lb•ft Moment 15 (7.ft)2 Resisting M�:= 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 MSTC40 Force 7ft Main Level Wind Force P:= 4303.1b P= 4303 lb Length of wall L:= 3•ft+ 4•ft+ 3.5•ft L= 10.5ft P Shear Wind v:= — v= 409.81 plf D 3 Overturning Mot:= P•9•ft•— Mot= 11064.86lb•ft Moment 10.5 (3•ft)2 Resisting Mr:= 0.6•(15•psf•4.ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•3•ft Moment Mot- Mr Holdown = 3082.29 lb M = 18181b ft Force aft HTTS GREEN M O U N TSI I N PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-14 LATERAL Interior Shear Walls at Garage Main Level Wind Force P:= 3797•Ib P= 3797 Ib Length of wall L:= 12-ft L= 12ft P Shear Wind v:= — 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•Ib•12•ft Moment MMr= 177121b•ft Holdown of Mr - 1371.751b Force 12ft HTTS GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 ihr structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP 8. w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf D ------+ > I f, i 11 Fl I ii II f H w II M H L Iht ` II ll __. L_________J■L__......._.___.__.----_----.----__.._.____.-Jn / I DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12•ft w r,, 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:= D v= 66.45 plf (2)16d nails at 16"o.c.(web to studs) II