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Specifications (26) GREEN MOUNThIN 1r structural engineeringiA/vi , , NOV 1 4 2018 CITA T �4S'# F '"'` " til.RG tII 7 BIT �I V ISMO:{; STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 36 Tigard, Oregon Contractor: Riverside Homes P R open dq 78PE ,, OREGON q "f,y T �qc1 ��' °g� ►a •0413141- [EXPIRES 12. 31 •2,02 Project Number: 17485 November 8, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 eh greenmountainse corn-info@greenmountainse corn-4857 NW Lake Rd.,Suite 260.Camas,WA 98607 • GREEN MOUNTAIN 1%V. 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 S13.34 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 pi ASTM A615,Grade 60 greenmountainse.com- info®greenmountainse.com-4857 NW Lake Rd., Suite 260,Camas,WA 98607 GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATE RAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= •W (EQ.12.14-11 with F=12) R SS mapped spectral acceleration for S := 1.00 short periods(Se c.11.4.1) from USGS web site S, 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 SMS= 1.1 (Eq.11.4-1) SM1:= F„•S1 SM1= 0.61 (E q.11.42) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3 SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SD1•= 3•SM1 SDI = 0.41 > 0.20g D per Table 11.6-1 1.2 SDs WOOD SHEAR PANELS V W R:= 6.5 Table 9.52.2 R 1.2.0.73 V:= 6.5 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 - 2885 structural engineering DATE: 12/4/2017 BY: CM LATERAL JOB NO: 17485 SHEET: L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 4.41 11111 11 - 7.4 psf psf Wind ease Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht.(11•psf + 7.4•psf) SEISMIC WIND= 22963.2 lb Fr 3 Wroof F2 — Wfloor Seismic Wwal I ease Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor:= 43 ft 40 ft Afloor= 1720 ft2 Wwalls := 4.52•ft•20•ft Wwalls = 4160 ft2 SEISMIC:_ (Aroof'15•psf+ Afloor.15.psf+ Wwalls•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN 11 GREEN MOUNTnIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM IIIP 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•Krt•Kd•V2•I (Eq.6-15) EXPOSURE 5 WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kn:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' := 0.57 q,:= .00256•KZ•Krt•Kd•V3,2•I qz= 19.69 KZ (varies/height) 15-20' K,:= 0.62 qz:= .00256•KZ•Krt•Kd•V3,2.1 qz= 21.42 20'-25' K,:= 0.66 qz:= .00256•KZ•Krt•Kd•V3s2•I qZ= 22.8 25-30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3,2•I qZ= 24.18 11 GREEN MOUNTMIIN PROJECT: Riverside - 2885 VP structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 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 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 16-20' WINDWARD PW:= 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 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 16-20' WINDWARD PW:= 13.49•psf•0.85.0.3 P,,= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88 psf 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 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 411101P structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ;sf .44 6.88 Assume Cp-0.5 psf 8 := 35 441044, 9.17 POIII 6.1 PO Mean Roof Height 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 p If Leeward 5.73.psf•4-ft= 22.92pIf 5.73•psf•8.5•ft= 48.71 plf el • Nvtvw-7 1, vs Roof A U6 ) 4- , n L-6 �.__._. ._._4. j I II II • I I ...3 Ln ti PRE. 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OttWd 9-111 ,3 nr tl 'V Wel aVil GREEN MOUNTPIIN 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 Wdl I p ( P:= wind V:= seismic h R=Holdown Force Based on 2012 IBC Basic Load Combinations 1605.3.1 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)•2 + 0.6 Pdi•L Mot- Mr Holdown Force R L 11 GREEN MOUNThIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-10 LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260•lb P= 22601b Length of wall L:= 5•ft+ 4•ft+ 19-ft L= 28ft P Shear v:= — v= 80.71p If A 5 Overturning Mot:= P•8•ft•28 Mot= 3228.57lb•ft Moment (5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Mot— Mr Holdown = 120.71 lb Force 5ft Main Level Wind Force P:= 4660-lb P= 46601b Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= — v= 145.63pIf 5 8 Overturning Mot:= P•9•ft•— Mot= 10485lb•ft Moment 32 (8•ft)2 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 8ft Force II GREEN MOUNTMIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 23731b Length of wall L:= 3.5•ft+ 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= L v= 175.78pIf S 35 Overturning Mot:= P•8•ft•— Mot= 4921.78lb•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= 1774.5 lb•ft Mot- Mr Holdown = 899.22 lb Force 3'S•ft MSTC4853 Main Level Wind Force P:= 2988•1b P= 2988 lb 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:= L v= 398.4pIf D 2.25 Overturning Mot:= P•7.88•ft•— Mot= 7063.63lb•ft Moment 7.5 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10.psf 43•ft)• 2 + 0.6.800•Ib•2.25•ft Moment M Holdown of Mr - 2564.89 lb Mr= 1292.63Ib•ft Force 2.25.ft HTTS II • GREEN MOUNTVIIN PROJECT: Riverside - 2885 %OF structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260•lb P= 2260 lb Length of wall L:= 8. t+ 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•lb P=46601b Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23p1f 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•Ib•8-ft Moment Mr= 7680lb•{t Mot- Mr Holdown = 653.08 lb Oft Force 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 gip structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 23731b Length of wall L:= 7.5.ft+ 11•ft+ 4•ft L= 22.5ft P Shear v:= — v= 105.47p1f A 7.5 Overturning Mot:= P•8•ft•— Mot= 6328lb•ft Moment 22'5 (7.5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•12•ft)• 2 + 0.6.600•lb•7.5•ft Moment Mr= 5231.25lb•ft Mot- Mr Holdown = 146.23 lb Force 7.5ft Main Level Wind Force P:= 3813.1b P= 38131b Length of wall L:= 6•ft+ 7•ft+4•ft L= 17ft P Shear Wind v:= — v= 224.29pIf B 4 Overturning Mot:= P•9•ft•17 Mot= 8074.59lb-ft Moment (4.ft)2 Resisting M�:= 0.6•(15•psf-4-ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•4•ft Moment Holdown Mot- Mr = 1370.65 lb Mr = 2592lb•ft Force Oft HITS GREEN MOUNTS IN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 4 LATERAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P=4069 lb Length of wall L:= 18•ft L= 18ft P Shear Wind v:= — v= 226.06pIf B Overturning Mat:= P•9•ft M°t= 36621lb.ft Moment (18•ft)2 Resisting M�:= 0.6.(10•psf•12.ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•18•ft Moment MOt- Mr Mr= 33372 lb•ft Holdown = 180.5lb Force 18•ft 11 GREEN MOUNTnIN PROJECT: Riverside - 2885 411, structural engineering DATE: 12/4/2017 BY: CM LATERAL JOB NO: 17485 SHEET: L-15 WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf // D J II II w . Ii II II L liii- 7.---""%sj cj. II III II il 1 UN iiiiiiimmm DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11-ft w•L2 M:= 2 M= 3987 lbft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.7 lb L 12 SDS 1/4x2 1/4 screws(min)x172 lbs=2064 in combined withdraw w•L Nail top and bottom chord of first truss to wall with v D v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) ft