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Specifications N\c- --va-cAcA-u)cAuRECEIVED GREEN MQUNTVMIN JAN 2 9 2019 1110 structural engineering CITY OF TIGARD 3UILDING DIVISION STRUCTURAL CALCULATIONS Plan 2626 Elderberry Ridge, Lot 39 Tigard, Oregon Contractor: Riverside Homes FTROpcc Lid 49 78PE y OREGON q 1?, 19"O 6NA MU [EXPIRES 1S• 31 G•I.!1 Project Number: 17486 January 15, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 1111 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 MOUNTnIN PROJECT: Riverside - Plan 2626 glir 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 SEISMIC BASE SHEAR V:= W (EQ.12.14-11 with F=12) R SS mapped spectral acceleration for SS := 1.00 short periods(Se c.11.4.1) from USGS web site S5 mapped spectral acceleration for S�:= 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'S6 SMS= 1.1 (Eq.11.4-1) SM1:= F„-S1 SMS= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 Sps:= 3•SMs Sps= 0.73 > 0.50g SEISMIC 2 CATEGORY Sul:= 3•SM1 SDI= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 12 Sps R:= 6.5 Table 9.52.2 V:_ •W 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 O.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS 11 • GREEN M O O N TM I N PROJECT: Riverside - Plan 2626 1111, structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-2 LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND t1 - A P Psf sf Wind ease Shear Length L:= 50-ft Height Ht:= 24-ft WIND:= L•Ht•(11•pSf+ 7.4•psf) SEISMIC WIND= 22080Ib Fr W roof F2 - Wfloor — Seismic Wwal I Base Shear Aroof:= 50•ft 46•ft Aroof = 2300 ft2 Amoor 42•f.-34•ft Afloor= 1428 ft2 Wwalls 4-50-ft-20-ft Wwalls = 4000 ft2 SEISMIC:_ (Aroo 15•psf+ Aploor•15•Psf + Wwalls'10 psf) 0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN GREEN MOUNTAIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 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 KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•KZ•ct•Kd•V3s2•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•V3s2•I qZ= 22.8 25-30' KZ:= 0.70 qZ:= .00256•KZ•KZt•Kd•V3s2•I qZ= 24.18 GREEN MOUNTAIN 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:= qZ•C•Cp G:= 0.85 Gust factor CF coefficient coecient 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 16-20' WINDWARD PH,:= 13.49-psf•0.85.0.8 P,v= 9.17 psf LEEWARD PL := 13.49.psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD P,,:= 14.36•psf•0.85.0.8 P„,= 9.76 psf LEEWARD PL:= 14.36.psf•0.85.0.5 PL = 6.1 psf AT ROOF 0'-15' WINDWARD PH,:= 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 Pi = 6.88psf 2U-25' WINDWARD P,,:= 14.36•psf•0.85.0.3 P„, = 3.66psf LEEWARD PL := 14.36-psf•0.85.0.6 PL = 7.32 psf 25'-30' WINDWARD P,N:= 15.23-psf•0.85.0.3 P,, = 3.88 psf LEEWARD PL := 15.23-psf•0.85.0.6 PL = 7.77 psf II GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626 lie 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. 3 Assume 6.88 cp-o.3 fc psf Pa 0 := 35 `p--o.6 8.5ft 9.11 psf 6.1 Pa 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= 17.2 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= 71.66 plf Leeward 5.73•psf•4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71pIf GREEN MOUNTnI1 1 PROJECT: Riverside - Plan 2626 1411W structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-6 LATERAL I rtl-to 1.0tpy R , T , ri e xf1. , II Uil II 11 II II II ei I VA 'pp, itII II II II II II t>116Mil' II roil j--I 00 J no TD • r� 11- 4 F 7 ' g.., , a c 10 I II '/_���\I//V/��/\ r— 17.4 a..& i.P.r---- ...-1 Att& It. !)1 in LEI 014 44 a 7 0 a Mr •11 all i(e0516 II ii P 86 rit Pt GREEN MOUNT111N PROJECT: Riverside - Plan 2626 l'ilif structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-7 LATERAL r i We i to ol__ _t/I,p 47.- LL ti- --' 3041 ....„. ...........! ___, ._ =1 ii i DD ----, iiii II ,y 1 "0 ii e " _ -11 11 ° 1111 � •_ 1 J YJ6 I T I HIIt 1 al Ir ► i N A eEOR 0 I I two la . 1 1__ I--J 1 1 IS LOPr I...1 MAS M W M ILl 1 11 F.M 0 1 +.-- li .--Imm, 1 2r)5I le- u1_. _-J „„.11 I I 1_PARRAL m.S.VARION FOR'S a C• r t '7)Grps. t i3/45r 6, -7,,,, 1 A GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626 141.: structural engineering DATE: Dec . 2017 BY: CM JOB no: 17486 SHEET: L-8 LATERAL WtLtrc' l afros p; L° - - . --- "I ;o . V°106 It MEWL 1 NOOK CROAT 1 1 ) ROOM AA .3 ' I ) .-' e i I ) J AI 1 1 —�i r .9 Ezzi I . Ij GARAGE --- •. r! J twl ‘.. 9 r ~Ma1 t �rMYER === .� _,_ a Z,-1 I. l t: L L J °� "V" 1 ! 1 ~- 0`"J° I. lav' /novt- , It GREEN MOUNTI1IN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-9 LATE RAL SHEAR WALL DESIGN Pdl Pdl Wdl p 00 P:= wind V:= seismic h R=Holdown 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 + Wwaii) + 0.6•Pdi•L Mot- Mr Holdown Force R L GREEN MOUNThIN 1 PROJECT: Riverside - Plan 2626 Air structural engineering DATE: Dec . 2017 BY: CM JOB NO: 17486 SHEET: L-1O 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= 82.93pIf 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•lb•3.5•ft Moment Mr = 2491.131 b•ft Mot- Mr Holdown = -48.34 lb Force 3.5 ft Main 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= 162.96 plf B 4 Overturning Mot:= P•9•ft•27 Mot= 5866.67lb•ft Moment (4.ft) Resisting Mr:= 0.6•(15psf•17•ft+ 10•psf.17.ft)• 2 + 0.6.800•Ib•4-ft Moment Mr= 3960lb•ft Mot- Mr Holdown = 476.67 Ib Force `} ft GREEN MOUNTMIN PROJECT: Riverside - Plan 2626 lie structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17486 SHEET: L-1 LATERAL Front Elevation Exterior Walls Second Level-ElevA Gov design Wind Force P:= 2859.1b P= 2859 lb Length of wall L:= 5•ft•2+ 3.5•ft•2 L= 17ft P Shear v:= L v= 168.18plf S 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-lb 3.5 ft Moment Mr= 1774.5 lb ft Mot— Mr Holdown = 838.41 lb Force 3.5ft Main Level -not considering the 3rd car garage Wind Force P:= 3680.1b 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 2.25 Overturning Mot:= 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•Ib•2.25•ft Moment M M Holdown of = 3721.56 lb Mr= 1292.63lb•ft Force 2.25•ft HITS GREEN M O U N TSI I N PROJECT: Riverside - Plan 2626 Ile 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•lb P= 1700 lb Length of wall L:= 3•ft+ 6•ft+ 10•ft L= left P Shear v:= - v= 89.47 plf A 6 Overturning Mot:= P•8•ft•19 Mot=4294.74 Ib 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 = 5778 lb.ft Mot- Mr Holdown = -247.21 lb Force 64t Main Level Wind Force P:= 4400•Ib P- 4400 lb Length of wall L:= 15•ft+ 7•ft+4•ft L= 26ft P Shear y:= - v= 169.23p1f B 4 Overturning Mot:= P•9.ft 26 Mot= 609231lb,ft Moment -me- -41,-- 2 ft)2 -1110- -drrrw Resisting Mr:= 0.6•(15•psf•17•ft+ 10 psf•17•ft)• 2 + 0.6 800 Ib 4 ft Moment Mr = 8167.5 Ib ft Mot- Mr Holdown = -518.8 lb 4'ft Force GREEN MOUNTnIN 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= 30431b Length of wall L:= 8-ft+ 7.ft L= 15ft P Shear v:= - v= 202.87 plf S 7 Overturning Mot:= P•8•ft•15 Mot=11360.53Ib•ft Moment (7.ft)2 Resisting Mr 0.6.(15•psf•2•ft+ 10•psf•12ft)• 2 + 0.6.600•Ib 7•ft Moment Mr = 4725Ib•ft Mot- Mr Holdown ft = 947.93 lb MSTC40 Force 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= 409.81 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•lb•3•ft Moment Mot- Mr Mr= 1818Ib•ft Holdown = 3082.29 lb Force aft HTT5 GREEN MOUNThIN 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 lb Length of wall L:= 12•ft L= 12ft P Shear Wind v:= - v= 316.42plf C Overturning Mot:= P•9•ft Mot= 34173Ib•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 MOt— Mr Mr _= 17712lb-ft Holdown = 1371.75 lb Force 12ft HITS A GREEN MOUNThIN PROJECT: Riverside - Plan 2626 structural engineering DATE: Dec. 2017 BY: CM JOBNO: 17486 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 I D / , n it i II i I) I) II m , ,I I It, v I un X11 / I DESIGN ROOF TO CANTILEVER FROM HOUSE L 10•ft D:= 12-ft wL2 M:= 2 M = 39871b 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) PI