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Specifications (12) )CM\ cfa_im1/4-\-‘ GREEN MOUNTAIN RECEIVED %OP structural engineering JAN 2 9 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2353 Elderberry Ridge, Lot 35 Tigard, Oregon Contractor: Riverside Homes PROpe NE•4 41); f•-/ 49 SPE 1` CC OREGON -* 2 ' y A MtA4/ !EXPIRES 12• 51 -247,0 Project Number: 18491 January 15, 2019 Index Structural Information Lateral Analysis L-1 thru L-14 Framing Analysis F-1 thru F-15 el 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 S13.34 C. Soil Site Class D D. Ductility coefficient .R=6.5 E. Seismic Design Category 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 60 111 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN M O U N TII N PROJECT: Riverside - Plan 2353 structural engineering DATE: 11/19/2018 BY: CM 18491 L-1 LATERAL Jos"°:,... .. SHEET:.... 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) S5 mapped spectral acceleration for 5, := 1.00 short periods(Sec.11.4.1) from USGS web site S5 mapped spectral acceleration for S1 := 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 := Fv•S1 SM1 = 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 SD1 := 3'SM1 SD1 = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDs R:= 6.5 Table 9.5.2.2 V :_ •W 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=1.3 per 123.4.2) WSD := 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS II GREEN M O U N Th I N PROJECT: Riverside - Plan 2353 Ile ii/19/2018 structural engineering °ATE. BY: CM LATERAL JOB NO: 1$491 SHEET: L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND _÷ /I. -4 11111 11 7.4 psf psf 4. Wind base Shear —>. Ill —4 4€11111MIIIIIIII• Length L := 50•ft Height Ht := 26 ft WIND := L•Ht•(11•psf+7.4.psf) SEISMIC WIND = 23920 lb Fr Wroof F2 i. — Wfloor — Wwall Seismic base Shear I &— Ar„f := 50•ft•30.ft Aroof = 1500 ft2 Afloor 50•ft.39.ft Afloor = 1950ft2 Wwalls 4'50.ft-20•ft Wwalls = 4000 ft2 SEISMIC :_ (Aroof•15•psf+Afloor•15•psf+Wwalls•10•psf)•0.123 SEISMIC = 11285.25 lb WIND GOVERNS DESIGN ii GREEN MOUNTAIN PROJECT: Riverside- Plan 2353 11019/2018 CM w structural engineering DATE: BY. L-3 JOB NO: 18491 SHEET: LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE 9, := .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 Krt := 1.0 WIND DIRECTIONAL FACTOR Kd := 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ := 0.57 qZ := .00256•KZ•Krt•Kd•V3s2•I 9, = 19.69 (varies/height) 15'-20' KZ := 0.62 qZ := .00256•KZ•Krt•Kd•V3s2•I 9, = 21.42 20' 25' KZ := 0.66 9, :_ .00256•KZ•Kzt•Kd•V3s2•I 9, = 22.8 25'-30' KZ := 0.70 qZ := .00256•KZ•Krt•Kd•V3s2•I qZ = 24.18 GREEN M O U N TI1 I N PROJECT: Riverside- Plan 2353 11/19/2018 structural en 9 9 ineerin DATE: BY: CM L-4 JOB N0: 18491SHEET: LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE 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 PN, = 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 PN, = 9.76 psf 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 Pi_ = 6.32 psf 15-20' WINDWARD PN, := 13.49•psf•0.85.0.3 PW = 3.44 psf LEEWARD PL := 13.49.psf•0.85-0.6 PL = 6.88 psf 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 25-30' WINDWARD PW :=15.23•psf•0.85.0.3 PW = 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 Pi_ = 7.77 psf II . • i GREEN M O U N TR I N PROJECT: Riverside - Plan 2353 % 11/19/2018 CM OP structural engineering DATEBY: 18491 L-5 LATERAL JOB No: SHEET: WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE 344 Assume 6.88 Cp-0.3 psi psf 8 := 35 1 Cp--o.6 Sip* 7 I Mean Roof Height 8 ft �. 9.17 PO • 6.1 18+25 PO2 = 21.5 ) 9ft Loads at Roof roof-max Windward 3.66•psf•7•ft= 25.62 pIf Leeward 7.32•psf•7.ft= 51.24 plf Wall loads at upper level at main level Windward 9.17psf•4•ft = 36.68pIf 8.43•psf•8.5.ft= 71.66pIf Leeward 5.73.psf•4•ft= 22.92pIf 5.73•psf•8.5•ft = 48.71 plf 11 GREEN MOUNTIIIN PROJECT: Riverside- Plan 2353 w structural engineering11/19/2018 DATE: BY: CM 18491 L-6 JOB NO: SHEET: LATERAL WIND ON ROOF 77 1750> A H A N r-- if) C\J LC) 1509 II F R GREEN M O U N T n I N PROJECT: Riverside- Plan 2353 w11/19/2018 structural engineering DATE: BY: CM LATERAL JOB HO: 18491 L-7 SHEET: WIND ON UPPER LEVEL r, L() Ln v 59 v 1750 3195> T • ill i N N O) CD CO , LC) O E _ __ II !► ice iv 1 I <1509 2954 • • GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 w structural engineering11/19/2018 CM DATE: BY: L-8 JOB NO: 18491 SHEET: LATERAL WIND ON MAIN LEVEL (N CN CO CO d- d- V 120 v - 4935 . <3195 > „.. , =.-- - , lu 7 1 , AA CN \ c.\I 0 CO _ I CD NI CN Isc) rn 2940> 11 2954 4 < 4154> 11 GREEN M O U N TR I N PROJECT: Riverside - Plan 2353 CM structural engineering 11/19/2018 DATE: BY LATERAL JOB NO: 1$491 SHEET: L-9 SHEAR WALL DESIGN Pdl f dI Wdl P := wind V:= seismic h R=Holdown Force Based on 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 �Wdl+Wwaii)• (2 +0.6•Pd.L Mot—Mr Hol down Force R L II GREEN M O U N MI N PROJECT: Riverside - Plan 2353 structural en ineerin 109/2018BY. ry n DATE: CM Jos NO: 18491 L-10 LATERAL SHEET: Front Elevation Exterior Walls Second level Wind Force P := 2954•lb P = 2954 lb Length of wall L := 4•ft+3•ft+2.75.ft.2 L = 12.5ft F' Shear v:= — v= 236.32 plf S 2.75 Overturning Mat := p•8•ft• Mat = 5305.14 lb.ft Moment 12.25 (2.75 ft)2 Resisting Mr := 0.6•(15 psf•2•ft+10•psf•8.ft)• 2 +0.6.600.Ib•2.75.ft Moment Mr = 1239.56 Ib•ft Mat–Mr Holdown = 1478.39 lb MSTC40/MSTC4853 Force 2.75-ft Main level -3 SidedDlaphrayn2 20•ft 4615•lb 4154•lb+2940•Ib = 7094 lb 4154•lb• = 4615.56 lb = 2307.5 lb 18•ft 2 2307•lb+3262.Ib = 5569 lb 2940 lb 7094 Ib 18 ft -1 454 lb II r � GREEN M O U N T IIN PROJECT: Riverside- Plan 2353 11/19/20181111, CM ,. structural engineering DATE: BY: JOB NO: 1$491 L-11 LATERAL sHEEr: Left Elevation Exterior Walls Second Level Wind Force P := 1462•lb P = 1462 lb Length of wall L := 13•ft+5.ft+5.ft L = 23ft F' Shear v:= L v= 63.57 plf A 5 Overturning Mot := P•8•ft23 Mot = 2542.61 lb.ft Moment Resisting Mr := 0.6•(15•psf•14•ft+10.psf•8•ft)• (52 )2 +0.6.600•Ib•5•ft Moment Mr = 3975 Ib•ft Mot—Mr Holdown = —286.48 lb Force 5-ft Main Level Wind Force P := 5569•lb P = 5569 lb Length of wall L :=4•ft+6•ft+14.ft L = 24ft P Shear v:=L v= 232.04 plf B 6 Overturning Mot := P•9•ft.24 Mot = 12530.25 Ib•ft Moment (6•ft)2 Itestrung-_ Mr := (15 psf.14.ft+10•psf.19.ft)• 2 +0.6.800•lb.6•ft Moment Mr= 7200 113.ft Mot—Mr Ho l down = 888.38 lb 6'ft Force II GREEN MOUNTAIN PROJECT: Riverside -Plan 2353 structural engineeringDATE: 11�19�2018 BY, CM JOB�; 18491 L-12 LATERAL SHEET: Right Elevation Exterior Walls Second Level Wind Force P := 1462•lb P = 1462 lb Length of wall L := 17•ft+4•ft+3•ft+7•ft L = 31ft P Shear v:_ - v= 47.16plf A 4 Overturning Mot := P'8'ft' 31 Mot = 1509.16 lb•ft Moment Resisting Mr := 0.6•(15•psf•14.ft+10.psf•8•ft)• (4 ft)2 +0.6.600•Ib•4•ft Moment 2 Mr = 2832 Ib•ft Mot—Mr Holdown = —330.71 lb Force 4'ft Main Level Wind Force P := 3262•lb P = 32621 b Length of wall L :=10•ft+4•ft+6•ft+5.ft L = 25ft Shear -P v= 130.48 plf B 4 Overturning Mot := P•9•ft. 25 Mot= 4697.28Ib•ft Moment (4.ft)2 Resisting M •— Moment— Mr = 3840 Ib•ft 2 Mot—Mr Holdown = 214.32 lb Force 4•ft hi GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 41110Pstructural engineerin DATE: 11/19/2018 BY. CM g LATERAL JOB NO: _ 1$491 -13 SHEET: Rear Elevation Exterior Walls Second Level Wind Force P := 3195•Ib P = 3195lb Length of wall L := 11•ft+3.ft.2 L = 17ft F' Shear v:= — L v= 187.94 plf 3 Overturning g MOt P 8 ft 17 Mot = 4510.59 Ib ft Resisting Mr := 0.6•(15.psf•2•ft+10 sf•8•ft • (3 ft)2 + Moment p 2 0.6 600 Ib 3 ft Mr = 1377 lb-ft Mr Mot Holdown – = 1044.53 lb Force 3'ft MSTC40/MST4863 Main Level Wind Force P := 4935-lb P = 49351 b Length of wall L := 3-ft•2+3•ft•2 L = 12ft Shear Wind P v= 411.25 plf D 3 Overturning g Mot P g'ft 12 Mot = 11103.75 Ib•ft 2 Moment )' 2 +0.6.800.Ib•3 ft Hol down Mot–Mr Force 3 ft = 3014.25 lb Mr = 2061 Ib ft HITS II GREEN MOUNTAIN PROJECT: Riverside- Plan 2353 structural engineerin g DATE: 11/19/2018 BCM _u Y: ' A A JOB NO: 1$491 L-14 LATERAL SHEET: Interior Shear Walls at Garage At Back of Garage Wind Force P := 7094.1b P = 70941 b Length of wall L := 12•ft L = 12ft Shear Wind — P v= 591.17 plf E Overturning Mot P'9•ft Moment Mat = 63846 lbft Resisting Mr := 0.6•(10•psf•15•ft+10.psf•9.ft)• (122)2 +0.6-1200.Ib•12-ft Moment Holdown Ma—Mr Force 12 ft = 3736.5 lb Mr = 19008 Ib•ft At side of Garage HITS Wind Force P := 2307•lb P = 2307 lb Length of wall L := 18.ft L = 18ft F' Shear Wind v:= — L v= 128.17 plf 5 Overturning Mot P•9•ft Ma = 20763lb•ft Moment Resisting Mr := 0.6•(15 psf•2•ft+10.psf•9•ft)• (18 ft)2+0.6.800.lb•18.ft Moment 2 —Mr Holdown Mot Force 18 ft = 25.5 lb Mr= 20304 Ib•ft GREEN MOUNTAIN pRo jEcr: Riverside - Plan 2353 structural engineering 111110, 11/19/2018 DATE: BY: CM 18491 F-1 FRAMING JOB NO: SHEET: ROOF LOADS Wd = 15psf WI = 25psf ROOF A L --= 0 4 4 GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 Wstructural engineering DATE 11/19/2018 BY: CM FRAMING JOB NO: 18491 SHEET: F-2 ROOF LOADS Wd = 15psf WI = 25psf ROOF B ,11 dt/- a/ y / II F 11 GREEN M O U N TII I N PROJECT: Riverside - Plan 2353 IIINF structural engineering DATE 11/19/2018 BY: CM FRAMING JOB NO: 1$491 SHEET: F-3 ROOF LOADS Wd = 15psf WI = 25psf ROOF C / / o /r a/ / A • GREEN M O U N TI1 I n PROJECT: Riverside- Plan 2353 IOW structural engineering DATE: 11/19/ BY: 2018 CM JOB NO 18491 SHEET: F-4 FRAMING TRACK ROOF LOADS 11 w II . . GREEN MOUNTAIN PROJECT: Riverside- Plan 2353 W structural engineering DATE: 11/19/2018_ BY: CM 18491 F-5 JOB NO: SHEET: FRAMING 2ND FLOOR LOADS Wd = 1 Opsf WI = 40psf '5b1) cD-5 N-1 te) 0 .- bc-1 1 '5 I ili I II 0 4). 1 1 , 1 OD 1-;ie,N 10 1 0 0 ri.,,tk I Dc melemnmaa immimmw ..... .... i qb ® hi GREEN M O U N TIII N PROJECT: Riverside - Plan 2353 Iliestructural engineerin 9 DATE 109/20188 BY CM FRAMING JOB NO: 18491 SHEET: F-6 III )c v 160pIf ROOF 3.5 x 12 GL L 16' 1353 1353 0 425pIfFLOOR 3.5x12 GL v W / W v 14.5' 3147 3147 ID i 1 1 i/ 250p1f FLOOR 3.5 x 12 GL +100pif WALL 13.5' 2424 2424 2424 @10' 4 1 640p1f ROOF 3.5 x 12 GL V v +100p1f WALL Q 4898 6515 4898 @5' © 450 If FLOOR 5.5x18 GL ���� p 18' 7781 5603 eh GREEN M O U N TI1 I N PROJECT: Riverside - Plan 2353 1 � 9�2018°ATE BY: CM engineering JOB NO: 18491 F-7 FRAMING SHEET: 6515 ©4' 6 160pIf ROOF 5.5 x 13.5 GL A 16' 6295 3038 hi M Project: 1 " / AStruCalc9.0 vase Location:1 Multi-Loaded Multi-Span Beamor [2015 International Building Code(2015 NDS)] w111 .. 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:257.0% 1 1/1 9/201 8 4:26:52 PM Controlling Factor.Moment F-$ DEFLECTIONS Center LOADING D A GRAM Live Load 0.16 IN U1181 Dead Load 0.11 in Total Load 0.27 IN L/699 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 RFr4CTIONS L4 .0 Live Load 800 lb 800 lb Dead Load 553 lb 553 lb Total Load 1353 lb 1353 lb Bearing Length 0.59 in 0.59 in BEAM DATA Center w Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0,17 UNIFORM LOADS Center Notch Depth 0,00 Uniform Live Load 100 plf MATERIAL PROPERTIES Uniform Dead Load 60 plf 24F-V4-Visually Graded Western Species Beam Self Weight 9 ptf Total Uniform Load 169 ptf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc--L= 650 psi Fc--L'= 650 psi Controlling Moment: 5411 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1353 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 23.53 in3 84 in3 Area(Shear): 6.66 in2 42 in2 Moment of Inertia(deflection): 129.85 in4 504 in4 Moment: 5411 ft-lb 19320 ft-lb Shear. 1353 lb 8533 lb f I Project: ii lam/ StruCalc 9.0 Page Location:2 Multi-Loaded Multi-Span Beam / [2015 International Building Code(2015 NDS)] or 3.5 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:69.3% 11/19/2018 4:27:40 PM Controlling Factor.Moment F-9 DEFLECTIONS Center LOADINGD A.aalur Live Load 0.33 IN L/529 Dead Load 0.15 in Total Load 0.48 IN 1J366 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 2175 lb 2175 lb Dead Load 972 lb 972 lb Total Load 3147 lb 3147 lb Bearing Length 1.38 in 1.38 in BEAM DATA Center w Span Length 14.5 ft Unbraced Length-Top 0 ft 11111111 Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0, UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 125 plf 24F-V4-Visually Graded Western Species Beam Self Weight 9 plf Total Uniform Load 434 plf Base Values &Mimi Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 11409 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 3147 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 49.6 in3 84 in3 Area(Shear): 15.49 in2 42 in2 Moment of Inertia(deflection): 248.1 in4 504 in4 Moment: 11409 ft-lb 19320 ft-lb Shear. 3147 lb 8533 lb 4 • Project: 1w/ StruCalc 9.0 P age Location:3 Multi-Loaded Multi-Span Beam / [2015 International Building Code(2015 NDS)] of 3.5 IN x 12.0 IN x 13.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By: 136.2% 11/19/2018 4:28:24 PM Controlling Factor.Moment F-10 DEFLECTIONS Center LOADING DIAGRart Live Load 0.21 IN L/787 Dead Load 0.09 in Total Load 0.30 IN L/548 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONSB Live Load 1688 lb 1688 lb Dead Load 736 lb 736 lb Total Load 2424 lb 2424 lb Bearing Length 1.07 in 1.07 in BEAM DATA Center W Span Length 13.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.13 UNIFORM LOADS Center Uniform Live Load 250 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 100 plf 24F-V4-Visually Graded Western Species Beam Self Weight 9 plf Total Uniform Load 359 plf Base Values ltd Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc--I-'= 650 psi Controlling Moment: 8181 ft-lb 6.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2424 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.57 in3 84 in3 Area(Shear): 11.93 in2 42 in2 Moment of Inertia(deflection): 165.64 in4 504 in4 Moment: 8181 ft-lb 19320 ft-lb Shear 2424 lb 8533 lb • r Project: t N /r 4StruCalc 9.0 Page Location:4 Multi-Loaded Multi-Span Beam f [2015 International Building Code(2015 NDS)] w 3.5 IN x 12.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:20.6°k 11/19/2018 4:29:24 PM Controlling Factor.Moment F-11 DEFLECTIONS Center LOADING D A.RAIN Live Load 0.38 IN L/383 Dead Load 0.09 in Total Load 0.47 IN L/309 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 RE CTIONS A D Live Load 4077 lb 5027 lb Dead Load 821 lb 1488 lb Total Load 4898 lb 6515 lb Bearing Length 2.15 in 2.86 in BEAM DATA Center W Span Length 12 ft Unbraced EiEr 0ftilliiii 2ft 1.15 Camber Adj.Factor 1.5 Camber Required 0.13 UNIFORM LOADS Center Uniform Live Load 640 p11 Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 100 p11 24F-V4-Visually Graded Western Species Beam Self Weight 9 plf Total Uniform Load 749 ptf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOAeg.C e MAN Fb cmpr= 1850 psi Fb'= 2760 psi Load Number One Cd=1.>5 Live Load 1424 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1000 lb Cd=>.>5 Location 10 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Controlling Moment: 16015 ft-lb 6.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6515 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Previded Section Modulus: 69.63 in3 84 in3 Area(Shear): 32.07 in2 42 in2 Moment of Inertia(deflection): 316.02 in4 504 in4 Moment: 16015 ft-lb 19320 ft-lb Shear. -6515 lb 8533 lb Project: '4�Is►/ StruCaic9.0 Page Location:5 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] L of 5.5 IN x 18.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:98.6% 1 1/1 9/201 8 4:30:48 PM Controlling Factor.Moment F-�2 DEFLECTIONS Center LOADINGD A GRAM Live Load 0.25 IN L/879 Dead Load 0.15 in Total Load 0.39 IN L/551 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 4867 lb 3533 lb Dead Load 2914 lb 2070 lb Total Load 7781 lb 5603 lb Bearing Length 2.18 in 1.57 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0,.5 UNIFORM LOADS Center Uniform Live Load 300 plf Notch Depth 0,00 MATERIAL PROPERTIES Uniform Dead Load 150 plf 24F-V4-Visually Graded Western Species Beam Self Weight 21 plf Total Uniform Load 471 plf Base Values Bending Stress: Fb= 2400 psi Controlled POINT LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2673 psi Load Number One Cd=1.15 Cv=-0.97 Live Load 3000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1898 lb Cd=1.15 Location 5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- t-= 650 psi Fc- = 650 psi Controlling Moment: 33302 ft-lb 6.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 7781 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Jkea'd Provided Section Modulus: 149.53 in3 297 in3 Area(Shear): 38.3 in2 99 in2 Moment of Inertia(deflection): 873.35 in4 2673 in4 Moment: 33302 ft-lb 66146 ft-lb Shear. 7781 lb 20114 lb Project: StruCalc 9.0 Location:6 � aee° Multi-Loaded Multi-Span Beam / [2015 International Building Code(2015 NDS)] ` a 5.5 IN x 13.5 IN x 16.0 FT '.. 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 Section Adequate By:61.6% 11/19/2018 4:31:53 PM Controlling Factor.Moment F-13 DEFLECTIONS Center LOADING D a AM Live Load 0.33 IN U590 Dead Load 0.13 in Total Load 0.46 IN L/420 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 4550 lb 2050 lb Dead Load 1745 lb 988 lb Total Load 6295 lb 3038 lb Bearing Length 1.76 in 0.85 in BEAM DATA Center W Span Length 16 ft Unbraced Length-Top 0 ft illilti. Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 100 plf Notch Depth 0.00 MATERIAL PROPERTIES Uniform Dead Load 60 plf 24F-V4-Visually Graded Western Species Beam Self Weight 16 Of Total Uniform Load 176 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOA -C coeN Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number Onee Cd=1.15 Live Load 5000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1515 lb Cd=1.15 Location 4 ft Modulus of Elasticity: E= 1800 ksi E.= 1800 ksi Comp.-I-to Grain: Fc--I-= 650 psi Fc--L'= 650 psi Controlling Moment: 23771 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 6295 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 103.35 in3 167.06 in3 Area(Shear): 30.98 in2 74.25 in2 Moment of Inertia(deflection): 483.19 in4 1127.67 in4 Moment: 23771 ft-lb 38424 ft-lb Shear: 6295 lb 15085 lb GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 Ile structural engineeringDATE: 11/19/2018 BY: CM JOB NO: i8491 F-14 FRAMING SHEET: FOUNDATION LOADS , qtr - 1 1 H rk S\ 1 1 Lt7 '' l "-, _ 1 -!Lj 24)(24X12 I 28X28X12 r' _ i NV` • LI A GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 Wengineering DATE:structural 11_19 2o1s BY. CM FRAMING JOB NO: 1$491 SHEET: F-15 Foundation Design Soil Bearing Pressure S15.12:= 1500.psf (assummed) continuous foundation footing 15 Inches wide with a 6 inch stem that is 18 inches tall. total engaged area A:= (18.1n + 6•in + 18•in)•15•In Allowed Load A=4.4 ft2 IAllowed Load SDP•A=6562.5 lb in. Individual Footings: Paillimmorm Size Area Capacity 18"diameter A:= 9•in•9•In•3.14 Pali := 1500•psf•A Pall =2649.4 Ib 24"diameter A:= 24•in•24•in•3.14 Pall := 1500.psf•A Pall =188401b 24"x24" A:= 24•in•24 in Pall := 1500•psf•A Pall =6000 lb 28'x28" A:= 28•in•28•in Pall �= 1500•psf•A Pall =8166.7 lb 30"x30" A:= 30•in•30•in Pall := 1500•psf•A Pall =93751b 32'x32" A:= 32•in.32.in Pall := 1500•psf•A Pall =10666.7Ib 36'x36" A:= 36•in•36•in Pall 1500•psf•A Pall =135001b 42"x42" A:= 42 in 42 in Pau := 1500 psf•A18�s�i.,� A:= 48 in48•in Pall := 1500•psf•A Pall =24000 lb Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches=1500 pif 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf A