Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
N\S-va.O\S- C( q FKA C-t-‘ GREEN MOUNTAIN p L 111 structural engineering MAR 2 1 Z018 CITY Of 1“.nr,:x nivlsloN Lateral Analysis For Riverside Homes - Plan 2626-3 B Progress Landing Lot 10 Tigard, OR March 16,2018 P R Op <(.9* Nk. ‘-‘ 49 78PE OREGON q C.0.64v. 12. 'TINA MU Exoires: JOB NO: 17486 LIMITATIONS*** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMAION PROVIDED BY THE CLIENT,WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.NO RESPONISBILTY 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 s a GREEN MOUNTVIIN 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 S 1 3.34 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 Fe 3000 psi B. Reinforcing bars ASTM A615,Grade 60 greenmountainse.com-info®greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB 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-SDs SEISMIC SASE SHEAR V:= W (EQ.12.1411 with F=12) R 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 11.41) 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.11.4-1) SM1:= F„-S1 SM1= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 'SMS SDS = 0.73 > 0.509 SEISMIC 2 CATEGORY Spl:= 3•SM1 SDS = 0.41 > 0.20g D per Table 11.6-1 1.2 Sps WOOD SHEAR PANELS V W R:= 6.5 Table 9.52.2 R 1.2.0.73 V:= W V:= 0.135-W 6.5 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 II GREEN MOUNTMIN PROJECT: Riverside - Plan 2626 11111, structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17 4 8 6 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND IlL 11 r. psf psf Wind baseShear Length L:= 50•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf + 7.4•psf) SEISMIC WIND= 220801b Fr Wroof F2 —> Wfloor Wwall Seismic base Shear Aroof:= 50•ft•46•ft Aroof= 2300ft2 Afloor= 42•ft•34•ft Afloor= 1428ft2 Wwalls 4.50•ft•20•ft Wwa�ls = 4000ft2 SEISMIC:_ (Aroof•15•psf + Aploor•15•psf + Wwalls'10 psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN 11 N GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 Ile structural engineering DATE: Dec. 2017 BY: CM JOBNO: 17486 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 Krt:= 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 q,:= .00256•KZ•KZt•Kd•V3s2 I qZ= 21.42 20'-25' KZ:= 0.66 qz:_ .00256•KZ•KZt•Kd•V3s2•I qz= 22.8 25-30' K,:= 0.70 qz:= .00256•KZ KZt•Kd•V3s2•I qZ= 24.18 II GREEN MOUNTMIN PROJECT: Riverside — Plan 2626 IMP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-4 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 9Z•G•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per ISC 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 Pw:= 13.49•psf•0.85.0.8 Pw= 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 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 15'-20' WINDWARD P„:= 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 26-30' 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 PI GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 111Ible 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. 5'44 6.88 Assume Cp-d.3 psf psi' 0 := 35 4‘y, 4-0.6 8.5 ft all eft 9.17 psf 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= 29.24pIf 3.44•psf•5ft= 17.2 plf Leeward 6.88•psf•8.5•ft= 58.48 pif 6.88•psf•5 ft= 34.4 plf Wall loads at upper level 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= 48.71pIf II N GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-6 LATERAL 1t„Sn 1.01.p� R T n r + i e roof Woo) 1 H , COI _ I FO ., 00 c IV _._ I V 1 J J n V F v NiXX.:i. �� MrdN ® . ' :. 0 4P VV' •••• I-_ _ ❑ Plimmimillimii - I D CU II GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 *if structural engineering DATE: Dec . 2017 BY: CM Joe NO: 17486 SHEET: L-7 LATERAL r -1 .> ia. 1 II 1 I raT u 1 0 I OPT.111x. ,y I r I /��E MA3 I e/T 1 I S I 11W1111 r 91 III 1 VI.--\ , s T- .JAG I r I J 11 A eII 1 11 11 _ r 11 (�� 11 eEnR Ll" II 10 1-1111 7TWO ' 1 1 1 1 1 LOQ -un 1 1 Bi 1I „ I TMle¢ I 1 I r—n 1 11y1 I II 4-- I'. , . t(W 2t)51 i 1 L--. i .11 I 1 L-- PARTIAL ELEVATION FOR'e h c' t (567 t (-,,135 748' A N GREEN MOUNThIN PROJECT: Riverside - Plan 2626 Ile structural engineering DATE: Dec . 2017 BY: CM JOB Na: 17486 SHEET: L-8 LATERAL a ° M ii oit- WICKER 11"'��I .77-'.�"//)) • / GA4,1111 KT (JJNOO .) i I l li rr 1 1 _..... 1 , .9 ` " iiiiiii 1 II , 8 .r..- a._ ' 1..f I 1 1 L OININO ( 1 WO i f; J J I Q 0t4 GARAGE rl '�� ... 4. e‘ ---- 0,e p. 1 6,t‘cv . 8.51 dezinua 1 1 _.„60 r Illi 1 ..- t ...73 (Or FOYER =_ :„� _ i- MO- Barak. I'. 2CO9 4) MEI I KIP""' feorit, A €:t C°4. 111 MI''' MI GREEN MOUNTMIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOBNO: 17486 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pd I Wdl le ' p P:= wind V:= seismic h xf L R=Holdown V Force Based on IBC Basic Load Combinations 0.68+ W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= •P h L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwa„)•(2 + 0.6•Pdi•L Mot— Mr Holdown Force R L II GREEN MOUNThIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-10 LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 1700•Ib P= 1700 lb Length of wall L:= 3.5•ft+ 6•ft+ 11•ft L= 20.5ft P Shear v:= — v= 82.93plf A 35 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•lb•3.5•ft Moment Mr = 2491.13Ib•ft Mot- Mr Holdown = -48.34 lb Force 3.5•ft Main Level Wind Force P:= 4400.1b P= 4400 lb Length of wall L:= 4•ft+4•ft+ 6.ft+ 13•ft L= 27ft P Shear v:= — v=162.96pIf 4 Overturning Mot:= P•9•ft•27 Mot= 5866.671b.ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17.ft)• 2 + 0.6.800•Ib•4•ft Moment Mr= 3960lb•ft Mot- Mr Holdown =476.67 lb 4ft Force II r i GREEN MOUNTRIN PROJECT: Riverside - Plan 2626 ihr structural engineering DATE: Dec. 2017 BY: CM Joe NO: 17486 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level-ElevA Govdesign Wind Force P:= 2859•lb P= 2859 lb Length of wall L:= 5•ft•2+ 3.5•ft•2 L= 17ft P Shear v:= L v= 168.18pif 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 lb Force 3.5ft Main Level -not considering the 3rd car garage Wind Force P:= 3680.1b P= 36801b 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 Mot:= P•7.88•ft•— Mot= 9666.13lb•ft 6.75 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 MOtMr Mr= 1292.63 I b•ft Holdown = 3721.56 lb Force 2.25•ft H115 II GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 IOW structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-12 LATERAL 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:= — v= 89.47pIf A 6 Overturning Mot:= P•8•ft•19 Mot= 4294.74lb•ft Moment (6•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+10.psf•8•ft)• 2 + 0.6.600•Ib•6•ft Moment Mr = 5778lb•ft Mot— Mr Holdown = —247.21 lb Force 6-ft Main 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= 169.23 plf S 4 Overturning Mot:= P•9•ft•26 Mot= 6092,31lb•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= 81675lb•ft Mot Mr Holdown = —518.8 lb Oft Force 11 GREEN MOUNTMIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3043•Ib P= 30431b Length of wall L:= 8-ft+ 7•ft L= 15ft P Shear v:= — v= 202.87pIf S 7 Overturning Mot:= P•8•ft•— Mot= 11360.53lb-ft Moment 15 (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 = 947.931b MSTC40 Force 7ft 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:= — v=409.81pIf D 3 Overturning Mot:= P•9.ft•— Mot=11064.86 lb•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 Mr= 1818lb•ft Holdown = 3082.29 lb Force aft Hi ib II GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 1110 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•lb P= 3797 lb Length of wall L:= 12•ft L= 12ft P Shear Wind v:= — v= 316.42pIf C L Overturning Mot:= P•9•ft Mot= 34173Ib.ft Moment (12•ft)2 Resisting Mr:= 0.6•(1O•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•12•ft Moment Mot— Mr Mr= 17712 lb•ft Holdown = 1371.75 lb Force 12•ft HTT5 II GREEN MOUNTnIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB No: 17486 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP S w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf D _ II 1 II II II M II L I c j lirli II L v 1 MI ii DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12-ft w•L2 M:= 2 M= 3987Ibft 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:= R v= 66.45 plf (2)16d nails at 16"o.c.(web to studs) hi GREEN MOUNTAIN 11111, 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 I second period S 1=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 1111 greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 VIP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings 1.2•Sps SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R Ss mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site Ss mapped spectral acceleration for S := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1.1 Based on Soil F5 Site coefficient(Table 11.4-2) F�•- 18 Site Class D SMS:= Fa•Ss SMs= 1.1 (Eq.11.4-1) SMi:= F„•S1 SM1 = 0.61 (E q.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDs 'SMS SRS= 0.73 > 0.50g SEISMIC 2 CATEGORY Sp,:= •SMi SDI = 0.41 > 0.20g D per Table 11.6-1 1.2•SpS WOOD SHEAR PANELS V:_ .W R:= 6.5 Table 952.2 R 1.2.0.73 V:- 65 •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 II GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 Ihif structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 6 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 7.4 psf psf Wind base 1111 Shear Length L:= 50•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf + 7.4•psf) SEISMIC WIND= 220801b Fr Wroof F2 — Wfloor — Seismi c Wwal I base Shear Aroof:= 50•ft•46.ft Aroof= 2300ft2 Afloar 42•ft•34•ft Afioor= 1428ft2 Wwalis 4.50•ft•20•ftWwalls = 4000ft2 SEISMIC:_ (Ar •15•psf+ Afloor•15•psf + Wwa ls•10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN II GREEN MOUNTAIN PROJECT: Riverside — Plan 2626 gh 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•KA•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•KZt•Kd•V352•I qZ= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V3s2'l qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•c•KZt•Kd'V3s2-I qz= 22.8 25' 30' K,:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 24.18 11 . GREEN MOUNThIN PROJECT: Riverside - Plan 2626 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:= 9Z•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 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 Pw:= 13.49-psf•0.85.0.8 Pw= 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 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 15'-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= 3.66 psf LEEWARD PL:= 14.36•psf•0.85.0.6 PL = 7.32 psf 25'-30' WINDWARD I',:= 15.23.psf•0.85.0.3 Pw= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf GREEN MOUNTnIN 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. Assume 68 Cp-0.3 psf p,-8f 8 := 35 1114‘ 7Cp--0.6 8.5 ft 8 f a.17 psf 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 5ft= 17.2p1f 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= 22.92plf 5.73•psf•8.5.ft= 48.71pIf II GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec . 2017 BY: CM JOBNO: 17486 SHEET: L-6 LATERAL \NNW) VOAVA.s rt T n alp Ter, allr""-) nr 1 1"3 I td ------- 116*It. II ❑ ❑ O . rry ❑ El i❑ I CO i i CH EI :+x1.1 # 1 � 1 VL 'I D ❑ (7r' �' I— __ ILS ❑ LiI r 1 i(e051.6 g5rt, II • i GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 Ilie structural engineering DATE: Dec. 2017 BY: CM Joe No: 17486 SHEET: L-7 LATERAL W1 r 2 W/S�S © _WNW- - 1 �� v_,k.:..-..-... It- r _-wQ 11 1 V a - ii I aa�r 4NN Wei O NTA II I 3II II IIif=n 11 Iiw'111_ I 1 _* -} II 11 I 8 11 II 11 - 11 I 11 11 \ ! eEnn004 I LV ino 0 = I L V 1 1 q 1 1 1 LOI T L.A.Nurw I \,....: I 1 ` I BEDROOM 1 1 I r•-in I 1 1 ara.owr l 1 11 f'=1.1 0 1 I I .-4— 251 II. I m1L_J III I ILPA:411AL ELEVATION Fon -e a C" r-.. t C56 t 145 710' A .. . GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 lig structural engineering DATE: Dec. 2017 BY CM JOB NO 17486 SHEET L-8 LATERAL \ohm, t.orec, F93 Lo_ 31-v4mA wtip., ..,.....„ 16 11 _ ,,„, II .i. NOOK in GREAT #1 111 ROOM •0 ARS I 117 . 1 1—I] L I,/ I II - z- r E I 1 ; I ET 1 I 1 1 -I I imem . . 11 \,t8 ••••••111.... maw., CANON* I i viy, . 0 ROOM I –3' II ...... . 1 1 I Ct I 3 3-1 > I STAIR DETAIL 1 L --I C414 GARAGE MN ..cm. AD , pi miwgten- , I c.,„Or S. FOYER IA4 IPPINNEM- t L BE:01)„04., 1,- 2coi .., - ,P6014'› 11 milI, i:- i rr. i nico‘ Inovv- A . GREEN MOUNThIN PROJECT: Riverside — Plan 2626 %VP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-9 LATE RAL SHEAR WALL DESIGN pol pol I Wdl p (v) P:= wind V:= seismic L. R=Holdown V 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 L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwali)•( + 0.6•Pdi•L Mot— Mr Holdown Force R L II . N GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 410 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-10 LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 1700•lb P= 170016 Length of wall L:= 3.5•ft+ 6-ft+11•ft L= 20.5ft P Shear v:= — v= 82.93p1f A 35 Overturning Mot:= P•8•ft• Mot= 2321251b•ft Moment 205 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•35•ft Moment Mr= 2491.13lb•ft Mot— Mr Holdown = 18.34 lb Force 3.5-ft Hain 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:= — v= 162.96plf L 4 Overturning Mot:= P•9-ft•27 Mot= 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= 3960 lb-ft Mot— Mr Holdown =476.67 lb Oft Force A GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 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 Govdeslgn Wind Force P:= 2859.1b P= 2859 lb Length of wall L:= 5 ft 2+ 3.5•ft•2 L= 17ft P Shear v:= — v= 168.18plf S 3.5 Overturning Mot:= P 8 ft — Mot= 4708.94lb-ft Moment 17 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4.ft+ 10•psf•8•ft)• 2 + 0.6.600•1b•3.5•ft Moment Mr= 17745lb•ft Mot- Mr Holdown = 838.41 lb Force 3'5•ft Main Level -not considering the 3rd car garage Wind Force P:= 3680.1b P= 3680 Ib 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 L 2.25 Overturning Mot:= P•7.88•ft.— Mot= 9666.13lb•ft 675 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 Holdown Mot Mr 3721.56lb Mr= 1292.63lb•ft Force 2.25 ft H115 II GREEN MOUNTMIIN PROJECT: Riverside - Plan 2626 ilble structural engineering DATE: Dec. 2017 By, cm JOB NO: 17486 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 1700•Ib P= 17001b Length of wall L:= 3•ft+ 6•ft+ 10•ft L= 19ft P Shear v:= - v= 89.47pIf A 6 Overturning Mot 1= P•8•ft•— Mot= 4294.74Ib.ft Moment 19 (6•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•6•ft Moment Mr= 57781b•ft Mot- Mr Holdown = -247.21 lb Force 6ft Main 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= 169.23p1f S 4 Overturning Mot:= 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= 8167.5lb•ft Mot- Mr Holdown = -518.8 lb Oft Force II • GREEN MOUNTS IN PROJECT: Riverside - Plan 2626 1111, structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3043.1b P= 3043 Ib Length of wall L:= 8•ft+ 7•ft L= 15ft P Shear v:= — v= 202.87p1f S 7 Overturning Mot:= P•8•ft•15 Mot= 1136053lb.ft Moment (7•ft)2 Resisting Mr:= 0.6•(15psf.2•ft+ 10•psf•12•ft)• 2 + 0.6.600•Ib•7•ft Moment Mr= 4725lb•ft Mot— Mr Holdown ft = 947.93 lb MSTG40 Force Main Levet Wind Force P:= 4303.1b P= 4303 Ib Length of wall L:= 3•ft+ 4•ft+ 3.5•ft L= 10.5ft P Sh ear Wind v:= — I D v= 409.81 pf 3 Overturning Mot:= P•9•ft•— Mot= 11064.86Ib•ft Moment 10.5 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• (3•ft)22 + 0.6.800•lb•3•ft Moment MotMrMr= 1818Ib•ft Holdown = 3082.29 lb Force aft Hl ib II . N GREEN MOUNTnIN 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:= 3797.1b P= 3797 Ib Length ofwall L:= 12•ft L= 12ft P Shear Wind v:= — v= 316.42 plf C Overturning Mot:= P•9•ft Mme= 34173lb•ft Moment (12 ft)2 Resisting M�:= 0.6 (10 psf•12•ft+10•psf.9•ft)• 2 + 0.6.1200•Ib•12•ft Moment Mo Mr Mr= 17712Ib•ft Holdown =1371.75 lb Force 12 ft' Hi lb ii - r s GREEN MOUNThIN PROJECT: Riverside – Plan 2626 lime structural engineering DATE: Dec. 2017 By: cm JOB NO: 17486 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP 5 w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf /"'J D / F I II II ii w IIIH Iiii,III T II c j hul tri II II a _ MINv 1 DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12•ft w•L2 M:= 2 M= 39871bft 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= 66.45p1f (2)16d nails at 16"o.c.(web to studs) it