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Specifications (39) \\L .T \ O3 -et GREEN MOUNTIIIN ftf, structural engineering NOV 1 9 2018 CITY OF TIGARD BUILDING DI Vic110,\I STRUCTURAL CALCULATIONS Plan 2626 Elderberry Ridge, Lot 37 Tigard, Oregon Contractor: Riverside Homes P R Op6-- ‘(' 49 78PE i44 r" OREGON ,4 001N. 12, NtitL06 7/NA MU [EXPIRES 1(2 Project Number: 17486 November 15, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 greenmountainse com-info@greenmountainse com-4857 NW Lake Rd..Suite 260.Camas,WA 98607 Alk GREEN MOUNTAIN 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 S141.34 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 M O U N TSI I N PROJECT: Riverside - Plan 2626 UP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-1 LATE RAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sips 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 := 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 SM5= 1.1 (Eq.11.4-1) SM1:= F„•S1 SMi= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3•SMS SDS= 0.73 > 0.50g SEISMIC 2 CATEGORY Sp,:= 3•SM1 Sp,= 0.41 > 0.20g D per Table 11.6-1 12 SpS WOOD SHEAR PANELS V W R:= 6.5 Table 9.52.2 1.2.0.73 V:_ •W V:= 0.135•W 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 0.123 W WOOD SHEAR PANELS GREEN M O O N TSI I N PROJECT: Riverside - Plan 2626 Ile structural engineering DATE: Dec. 2017 BY: CM .JOB no: 17486 SHEET: L-2 LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AO' L 11 r.4 psf psf Wind base 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 E3ase Shear Aroof:= 50•ft•46•ft Aroof= 2300ft2 Afloor:= 42•ft•34•ft Amoor= 1428ft2 Wwaiis 4.50•ft•20•ft Wwai s =4000 ft2 SEISMIC:= (Ar00f•15•psf + Afloor•15•psf+ Wwatis•10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN i M r GREEN MOUMTSIIN PROJECT: Riverside - Plan 2626 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•KZt•Kd•V2•I (Eq 6-15) EXPOSURE 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' KL:= 0.57 qz:_ .00256•KZ•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•KZt•Kd•V3s2•I qZ= 22.8 25'-30' KZ:= 0.70 q,:= .00256•KZ•Ict•Kd•V3s2•I qZ= 24.18 II a r GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626 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:= gz•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 P„,:= 12.4•psf•0.85 0.8 PM,= 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 PL = 5.73 psf 20'-25' WINDWARD PH,:= 14.36•psf•0.85.0.8 P,,,= 9.76 psf LEEWARD P1 := 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 Py,= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD P„,:= 14.36•psf•0.85.0.3 PW= 3.66 psf 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 MOUNTnIN 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 44 Assume 6.88 Cp-0.3 psf PO 8 := 35 '11 ' Cp--O 6 8.5f< 8 ft `1 9.17 psf 6.1 psf 9f 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=17.2plf Leeward 6.88•psf•8.5•ft= 58.48pIf 6.88 psf.5ft= 34.4 plf Wall loads at upper level at main level Windward 8.43psf4.ft= 33.72pIf 8.43.psf.8.5•ft= 71.66 pIf Leeward 5.73•psf4.ft= 22.92pIf 5.73•psf•8.5.ft=48.71pIf II t •r GREEN MOUNTilIN PROJECT: Riverside - Plan 2626 UPstructural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-6 LATERAL ‘hr1Tio t/bo u ,, � + iii roof core) ii ii i. el� � ., �� ..H II >I?)*6 II II I ❑ ❑ 11 r== 0 I o 11:11r---3F 7 i „a- [= 111==8.1 t ....1- r--- 0 r-- . , ° ja L. to -1- r - � � ........._..._.__I U El ° ° °' ------ - --- � r- IT.1- ♦��7.•/:--- 1 AK 1 a 1 V. * in kip i-- — ° ► 1 . ❑ !H i40til -.....________t_______J______ II . &Tii. i'l GREEN MOUMTIIIN PROJECT: Riverside - Plan 2626 IIIIW structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-7 LATERAL I II o i — V -„ 91 "! 116 *Lc . . _3T I I r. 2 II II 1 IN IM IAappy Wi 1 1_Ill_ 1 1 IIILOFT td MSN le BD M „Ni 4' ; (' IIII I r—n + IH 1 I "= 0 I i 4" ---..i_-+i--- �--� 'W 2t551 le- 1.PARThL 1o.6VATOR FOR'a in 0. L----- t, I t t -It 7k,, A � � C GREEN M O U M TSI I N PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-8 LATERAL kvtu+c (.okra raj 19 Cl r' Tait: vItg- II r°Taiw 'IlliI MQOK Vee�y ROOM ice^ AO7 1 . ) _J if e i ii -71-741rm--- 1 -1 i ..% 1‘ mitill 121141 11111111 1111111 ak- I �� a N ii. � ,�y o� •ilf ___ir ' 6.51 t '°4 -�- Z.,:1 Mil t:+ LL J wit 9.ROda 1119.1.111 ••••11 A ,:._ 1 oet 1r-it 1 "°- 'lam ' Inail.- 1111 GREEN MOUMTnIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pd Pd 4,___WdI__4, j p P:= wind V := sRlsmir, h R=Hol down 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 +Wwaii) (2 + 0.6•Pdi•L Mat— Mr Holdown Force R L II GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 thlOP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-10 LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 1700.1b P= 1700 Ib Length of wall L:= 3.5.ft+ 6•ft+ 11.ft L= 20.5ft P Shear v:= — v- 82.93pIf A 3.5 Overturning Mot:= P•8•ft Mot= 2321.95lb•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 M = 249113 lb ft Mat- Mr Holdown = -48.34 lb Force 35ft Main Level Wind Force P:= 4400•Ib P=44001b Length af wall L:= 4•ft+4•ft+ 6•ft+ 13-ft L= 27ft P Shear v:= - v=162.96 plf B 4 Overturning Mot:= P.9-ft•27 Mot= 5866.67lb•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 M. - 3960lb•ft Mot- Mr Holdown =476.671b 4.ft Force GREEN MOUNThIN PROJECT: Riverside - Plan 2626 Ur structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level-ElevA Gov design 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= 168.18 pif S 3.5 Overturning Mot:= P•8•ft•— Mat=4708.94 lb ft Moment 17 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.600 lb-3.5—ft Moment Mr = 1774.5lbft Mot— Mr Holdown = 838.41 lb Force 3.5ft 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= 6.75ft 2.25.3.5= 7.88 P Shear Wind v:= — v= 545.19plf E L 2.25 Overturning Mot:= P•7.88•ft Mot= 9666.13lb•ft Moment 6.75 (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= 1292.63 Ib ft Holdown = 3721.56lb Force 2.25•ft HITS 11 GREEN MOUNTPIIN PROJECT: Riverside - Plan 2626 UP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 1700•Ib 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=4294.74 I b 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 6ft Main Level Wind Force P:= 4400•Ib F'= 4400 lb Length of wall L:= 15•ft+ 7•ft+4•ft L= 26ft P Shear v:= — v= 169.23 plf 4 Overturning Mot:= P•9.ft•26 Mat= 6092.31 Ib.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= 8167.5Ib•ft Mot- M1 Holdown = 518.8lb Force Oft GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 174 8 6 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3043-lb P= 30431b Length of wall L:= 8•ft+ 7•ft L= 15ft P Shear v:= L v= 202.87 plf S 7 Overturning Mot P•8•ft•15 Mot=11360.53 Ib-ft Moment (7.ft)2 Resisting Mr:= 0.6.(15•psf•2 ft + 10•psf 12•ft)• 2 + 0.6.600.1b•Tft Moment Mr = 4725 Ib ft Mot— Mr Holdown = 947.93 lb Force 7•ft MSTC40 Main Level Wind Force P:= 4303•Ib P=4303lb Length of wall L:= 3•ft+4.ft+ 3.5.ft L=10.5ft P Shear Wind v:= L v= 409.81 plf D 3 Overturning Mot:= P•9-ft•105 Mot= 11064.861b ft Moment (3 ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10.psf.8•ft)• 2 + 0.6.800•lb•3.ft Moment Mot— Mr Mr= 18181b.ft Holdown = 3082.29 lb Force aft HITS II GREEN M O U N TSI I N PROJECT: Riverside - Plan 2626 glif structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-14 LATE RAL Interior Shear Walls at Garage Main Level Wind Force P:= 3797•Ib P= 37971b Length of wall L:= 12•ft L= 12ft P Shear Wind v:= — v= 316.42plf C L 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 Holdown Mot Mr 1371.75 lb M = 17712lbft Force 12ft HTT5 hi GREEN MOUNThIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-1 5 LATE RAL WIND ON PORCH ROOF 126 MPH,EXP S w:= 6•ft•(4.43 psf + 8.86•psf) w = 79.7 plf 11 ' II � II II ` II II Y / I 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= 398.7 Ib 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