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Specifications 149714 sal BELVote r GREEN MOUNTIAIN RECEIVED JUN 132019 111110 structural engineering CITY OFTIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 5 Tigard, Oregon Contractor: Riverside Homes <(,,° PR"es 49 APE9 cr OREGON f 141 [EXPIRES t2 1 Project Number: 17485 May 20, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 greenmountainse.com-info@greenmountainse corn-4857 NW Lake Rd.,Suite 260.Camas,WA 98607 GREEN MOUNTMIIN 1%11, 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 MOUNTS IN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sps SEISMIC BASE SHEAR V:= W (EQ.12.14-11 with F=12) R S mapped spectral acceleration for SS := 1.00 short periods(Se c.11.4.1) from USGS web site 5 mapped spectral acceleration for St:= 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 (Eq.11.4-1) SMS:= F„•S1 SM1= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS•= 3•SMS O.l; > (.�.50g SEISMIC 2 CATEGORY Spy:= 3•SMi SDS C i1 > IJy D per Table 11.6-1 WOOD SHEAR PANELS 1.2 Sps R:= 6.5 Table 9.52.2 V:_ •W R 12.0.73 V:= •W V:= 0.1354 6.5 12.4 Seismic Load Combinations 1!) (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 11 GREEN MOUNTIFIIN 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 7.4 ps f psf �' Wind Base Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht.(11•psf+ 7.4.psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 — Wfloor Seismic Wwal I Base Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor 43•ft•40•ft Afloor=1720ft2 Wwalls 4.52•ft•20•ft Wwalls= 4160ft2 SEISMIC:= (Aroo{•15•psf + Afloor•15•psf+ Wwaiis•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN GREEN MOUNTS IN PROJECT: Riverside - 2885 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•Kn Kd•V2•I (Eq.6-15) EXPOSURE 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 q2:= .00256•KZ•Krt•Kd•V3s2•I qZ= 19.69 (varies/height) 15-20' KZ:= 0.62 qz:= .00256•KZ•Krt•Kd•V3s2I q2= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•Kn•Kd•V3,2•I qz= 22.8 25-30' KZ:= 0.70 qz:= .00256•Kf Ict•Kd.V352-I qz= 24.18 II GREEN MOUNTnIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 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 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 Pi.:= 12.4•psf•0.85.0.5 PL. = 5.27 psf 1B-20' WINDWARD PH,:= 13.49.psf•0.85.0.8 PW= 9.17 psf LEEWARD Pt, := 13.49.psf•0.85.0.5 PL = 5.73 psf 2a-25' WINDWARD PW:= 14.36.psf•0.85.0.8 P,v= 9.76 psf LEEWARD PL := 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD PN,:= 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 = 6.88 psf 2a-25' WINDWARD PW:= 14.36.psf•0.85.0.3 P,y= 3.66 psf LEEWARD Pi_ := 14.36•psf.0.85.0.6 Pi_ = 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 GREEN MOUNTnIN PROJECT: Riverside - 2885 111110 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATERAL WIND DESIGN IS EASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ;sf ;618 Assume Cp-0.5 f e ‘. 1 A 4111iir ill6iiihk Cp--o.6 I 1 8ft a 17 psf 6.1 psf IE. Mean Roof Height ocT te 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= 33.72pIf 8.43-psf-8.5•ft= 71.66 plf Leeward 5.73•psf•4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71plf eh iv .tV, 4 , Roof A(344.041) for rr + n L-6 1 t 111 16 7 11 II • .1 I 11 n t M in PRE MFG. - -- S 0 24" P.C. , 0 , ii '."�_ ___ _OtRDER TRUSS M r _ �i111l1i�4►!i♦i�►�►!!1!♦�,�ili�1►����i!v.!!!!!1♦!!!// d44!'+►!!!!i!!!!i!i!!s'A'+1 ,♦!•�►!i!i!!!i♦!!!!i!~♦♦!i/, — 4+►♦!i►i!♦!lhilil/�► ►1��►!i!!i!!!!!i!!!lile �r— _ N y"X111i��1♦"♦��-'i-/-i►♦i!♦♦♦li�� ♦!!!+♦•1♦+I ,� o !i♦!!!i♦i4!►4) S•41.!!lliii♦iCo! ,.. ::,•: ie / [---------178 0 1 •V•i 1►1'ie L •ly"~ ❑ ❑ 0 moi•►i/' 4• 0 0 �('� r III � ►1i k] r 1. RIDGE ❑ - A V ."--i .......... ..... 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I., /1V ke.20tAt, 4 1 1./1*0 4-4 GREEN MOUNTS IN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATE RAL SHEAR WALL DESIGN Pdl f dl I Wdl p P:= wind V:= seismic h R=Holdown Force Based on 2012 IBC Basic Load Combinations 1605.3.1 O (--)0 w tr (Equation 16-11) 0.6 0 0,7 E (Equation 16-12) Overturning Moment: Mot:= F h L2 Resisting Moment: Mr:= 0.6 (Wdi + Wwaii�•(2 + 0.6•Pdi•L Mot— Mr Holdown Force R L GREEN MOUNTnIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB No: 17485 SHEET: L-1O LATERAL Left El evation Exterior Wal Is Second Level Wind Force P:= 2260•Ib P= 22601b Length of wall L:= 5•ft+ 4•ft+ 19•ft L= 28ft P Shear v:= - v= 80.71pif A 5 Overturning Mot:= P.8•ft•— Mot= 3228.57lb-ft Moment 28 (5.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf 8 ft)• 2 + 0.6•600•Ib,5•ft Moment Mr = 2625 Ib•ft Mot- Mr Holdown = 120.71 lb Force 5ft Main Level Wind Force P:= 46601b P= 4660 lb Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= - v= 145.63plf 8 Overturning Mot:= •—32 Mot= 10485lb•ft Moment (84-02 Resisting Mr:= 0.6•(15•psf.2.ft+ 10•psf.17•ft)• 2 + 0.6 800 lb•8 ft Moment Mr = 7680lb•ft Mot- Mr Holdown = 350.63 lb 8•ft Force GREEN MOUNTFIIN PROJECT: Riverside - 2885 1411" 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:= 2373.1b P= 2373 lb Length of wall L:= 3.5•ft+ 3.ft+ 3.5.ft+ 3.5•ft L=13.5ft P Shear v:= — v-- 175.78plf B L 3.5 Overturning Mot:= P•8•ft•— Mot= 4921.78 lb ft Moment 13.5 (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 = 899.22 lb Force 3'S ft MSTC48B3 Main Level Wind Force P:= 2988•Ib P= 2988lb 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 L 2.25 Overturning Mot:= P•7.88•ft•— Mot= 7063.631b ft Moment 7.5 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf4•ft+ 10•psf•8•ft)• 2 + 0.6.800 11).2.25 ft Moment M Holdown of - 2564.89 lb Mr= 1292.63 lb•ft Force 2.25.ft HITS II GREEN MOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATE RAL Right Elevation Exterior Wal Is Second Level Wind Force P:= 2260-lb P= 2260 lb Length of wall L:= 8•ft+ 5•ft+ 4•ft L= 17ft P Shear v:= - v= 132.94pIf A 4 Overturning Mot:= P•8•ft•— Mot= 4254.121b.ft Moment 17 (4.ft•)2 Resisting Mr:= 0.6-(15.psf•2•ft+ 10•psf•8•ft)• 2 + 0.6.600-Ib.4-ft Moment Mr = 1968 lb•ft Mot- Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660-Ib P= 46601b Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= - v= 179.23pIf 8 Overturning Mot:= P•9•ft•26 Mot= 12904.62lb-ft Moment (8.ft)2 Resisting Mr := 0.6•(15-psf•2•ft+ 10-psf•17•ft) 2 + 0.6.800•1b-8-ft Moment Mr = 7680lb-ft Mot- Mr Holdown = 653.08 lb 8•ft Force GREEN MOUNTnIN PROJECT: Riverside - 2885 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:_ - v= 105.47 plf A 7.5 Overturning Mit:= P 8 ft.— Mat= 63281b•ft Moment 22.5 (7.5•ft)2 Resisting Mr := 0.6.(18psf•2•ft+ 10•psf•12-ft)• 2 + 0.6.600•Ib-7.5 ft Moment Mr = 5231.25lbft Mit - Mr Holdown = 146.23 lb Force 7.5•ft Main Level Wind Force P:= 3813•Ib P= 38131b Length of wall L:= 6•ft+ 7•ft+4•ft L=17ft P Shear Wind v:_ - v= 224.29 plf S 4 Overturning Mot:= P.9•ft•17 Mot= 8074.59lb•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= 2592lb•ft Holdown = 1370.65 lb Force 4 ft HITS GREEN MOUNTPIIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATERAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•I b P= 40691b Length of wall L:= 18•ft L= 18ft P Shear Wind v:= — v= 226.06plf B 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 + 0.61200 Ib-18-ft Moment Ma- Mr Mr = 333721b•ft Holdown = 180.5Ib Force 18ft II GREEN MOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86.psf) w= 79.7 pit D II II w II II II II T C II —u l .— ._____ ■1 _--_._111 / I DESIGN ROOF TO CANTILEVER FROM HOUSE L := 10•ft D 11-ft wL M:= 2 M= 3987lbft support beam on post in wall at house with M Simpson HUCQ-SDS 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:= p v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) 11