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Specifications (6) W_ -(A"D 1V3 - ewe., . GREEN MOUMThIM RECEIVED structural engineering OCT 292.0,$ CITY OF TIGARD STRUCTURAL CALCULATIONS for Aria Plan 1 Willow Brook, Lot 18 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 ...0:PRQp ov 1619 /446 GREGO� 100,, Pr. 17 , ANOc. Expires: December 31,2019 Project Number: 17283 July 19, 2018 Index Structural Information Lateral Analysis L-1 thru L-12 Framing Analysis F-1 thru F-11 ill greenmountainse corn-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. Floor live load: 40 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=140 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 A • GREEN MOUNThIN PROJECT: PLH-Aria 2017 11" structural DATE' 7/6/ BY: AMA engineering JOB NO: 17283 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR 1'2•SD5 (Eq.12.14 11 with F=12) V:= •W Ss mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site S1 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 Fv Site coefficient(Table 11.4-2) Fv:= 1.8 Site Class D SM5:= Fa•Ss SM5 = 1.1 (Eq.11.4-1) SM1 := Fv•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 SDs:= -SMS SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SD1-= 5M1 SDI = 0.41 1.2 SDS R:= 6.5 WOOD SHEAR PANELS V:= W R 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=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7.1.3-0.135•W 0.123-W WOOD SHEAR PANELS 11 GREEN MOUNTAIN PROJECT: PLH- Aria %Ii 7/6/2017 AMA structural engineering DATE: BY: JOB NO: 172$3 SHEET: L-Z LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL ,11psf psf — VJind base Ht Shear I / < Length L:= 60-ft Height Ht:= 18•ft WIND := L•Ht•(11•psf + 7•psf) WIND = 19440 lb SEISMIC Fr Wracxf WwaII .Se3 ISM iC base Shear Aroof := 60•ft•40•ft Wr= Aroof.15•psf+ 2•(4.5•ft•60•ft)•10•psf Wr =41400 lb Wwalls 2.9•ft•60•ft SEISMIC:= (Aroof•15•psf+ Wwaiis•10•psf)•0.123 SEISMIC= 5756.4 lb WIND GOVERNS DESIGN A GREEN MOUNThIN PROJECT: PUT' Aria 6 201 1110 structural engineering °ATE: . �� � � BY: AMA JOB NO: 172$3 SHEET: L-3 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•Kit•Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KA := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KZt•Kd•V352•I q2= 24.31 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt-Kd•V3s2•I qZ= 26.44 20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd•V3,2•I qZ= 28.15 25'-30' KZ:= 0.70 qz:= .00256•KZ•KZt-Kd•V3s2•I qZ= 29.85 WIND PRESSURE P:= gZ•G•CP G:= 0.85 Gust factor Cp pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.31.psf•0.85.0.8 PW= 9.92 psf LEEWARD PL:= 0.6-24.31•psf•0.85.0.5 PL = 6.2psf 15'-20' WINDWARD PW:= 0.6-26.44•psf•0.85.0.8 PW= 10.79 psf LEEWARD PL := 0.6.26.44-psf•0.85.0.5 PL = 6.74 psf AT ROOF 15'-20' WINDWARD P,„:= 0.6.26.44-psf•0.85.0.3 P,,=4.05psf LEEWARD PL:= 0.6.26.44•psf•0.85.0.6 PL = 8.09 psf 20'-25' WINDWARD Pw:= 0.6.28.15.psf•0.85.0.3 P,N=4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf It GREEN M O U N MI N PROJECT: PLH- Aria 6201 110 structural engineering DATE: 7/6/2017 � � � BY: AMA JOB NO: 17283 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE / Cp—o.� 4.05 /rf 8.09 psf /// ,. psf Assume 9.9 6.2 Psf r 9 ft Psf windward leeward Roof Loads Windward 4.05-psf•12•ft=48.6 plf Leeward 8.09•psf•12.ft= 97.08 plf Wall loads Windward 9.9•psf-4.5•ft=44.55 plf Leeward 6.2•psf.4.5.ft= 27.9 plf GREEN M O U N T n I N PROJECT: PLH- Aria 7/6/ / / DATE: 6 2017 x ._ BY: structural engineering AMA JOB NO: 17283 SHEET: L-5 LATERAL 2$xrw 266 73 WIND ON ROOF y 73 Wavg = 169 plf 0_ < o .5/3 Q I O 150 GREEN MOUNTAIN PROJECT: PLx-Aria 201 structural DATE: 7/6/ 7wr BY: AMA engineering JOB NO: 17283 SHEET: L-6 LATERAL WIND ON MAIN LEVEL M= 60(12)2/2=43201b A c T=C= 2° = 432 Ib 10 V 7376 > ■ ■ o0 A 11 4394 4394 IFFJo1I�;► OPTIONAL J x 6656 9 GREEN MOUNTAIN PROJECT: PLH-Aria IOW BY structural engineering DATE: 7/6/2017 AMA JOB NO: 17283 SHEET: L-7 LATERAL �. . �. fi. ,...�.�. SHEAR WALL DESIGN PdI PdI WdI I r { P ( P:= wind V:= seismic h R=Hol down V Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7•E Overturning Moment: Mot := P•h (L)2 Resisting Moment: Mr:= 0.6-(Wdi + WWaii) + 0.6•Pd•L Mot — Mr Holdown Force R L 11111 GREEN MOUNTIVIN PROJECT: PLH- Aria 201 411" structural DATE: �/ / 7 BY AMA engineering JOB NO: 17283 SHEET: L-8 LATERAL Left Elevation Shear Walls- at 3 car option - most conservative Wind Force P:= 4394lb P= 4394 Ib Length of wall L:= 12•ft+ 4ft+ 7ft•2 + 5ft L= 35ft P A Shear v:= — v= 125.54 plf 4•ft Overturning Mot:= P•9'ft Mot =4519.54lb•ft Moment 35 ft (4.ft)2 Resisting Mr:= .6•(15•psf•21-ft+ 10•psf•9•ft)• 2 + 400•Ib•4.ft Moment Mr = 3544 Ib•ft Mot — Mr Holdown = 243.89 lb Force 4 ft at 2 car option: F'=3380 lb L 37 ft v =9lplf Right Elevation Shear Walls Wind Force P:= 4394-lb P=43941b Length of wall L:= 22-ft+ 23ft+ 4ft L=49ft P A Shear v:= — v= 89.67 plf Overturning 4 Mot P 9 ft49 M 3228.24 I b•ft Moment of = (4-ft)2 Resisting Mr:_ .6•(15•psf•21ft+ 10•psf•9-ft)- 2 + 400.Ib•4•ft Moment Mr = 3544lb•ft Mot — Mr Holdown =—78.94 lb Force 4 ft GREEN M O O N TSI I N PROJECT: PLH- Aria 7/6/2017 It" DATE: BY: AMA structural engineering 17283 JOB NO: SHEET: L-9 LATERAL Shear Wails at Front Elevation -2 car option Wind Force P:= 6656•Ib P= 6656 lb Length of wall L:= 2•ft+ 2ft+ 3.5ft+ 3.5ft L= 11ft P Shear v:= — v= 605.09 plf E L Overturning 2 Mot := P•7•ft•— Moment 10 Mot = 9318.4 lb•ft Resisting (2•ft) 2 Moment Mr:= .6•(15•psf•3•ft+ 10.psf•8•ft)• 2 + 400.1b•24-t. Mr = 950lb•ft Holdown Mot - (Mr) =4184.21b HTT5 / STHD14 Force 2 ft Shear Walls at Rear Elevation Wind Force P:= 73761b P=7376 lb Length of wall L:= 4-ft+ 8ft+ 4ft L= 16ft F' Shear v:= — v=461 plf D L Overturning 4 Moment Mot := P•9"ft•— 16 Mot = 165961 b•f t (4•ft)2 Resisting Mr:= .6•(15•psf.3•ft+ 10.psf-9•ft)• 2 + 400•lb•4•ft Moment Holdown Mot - (Mr) = 3587 Ib HTT4 Mr = 224816•ft Force 4.ft II GREEN MOUNTVIIN PROJECT: PLH- Aria 201 %Iir structural engineering DATE: 7/6/ BY: AMA JOB NO: 17283 SHEET: L-1O LATERAL Shear Wal Is at Front Elevation -12 3 car option Wind Force P:= 6656•Ib P= 6656Ib Length of wall L:= 2•ft•4+ 3.5ft+ 3.5ft L= 15ft PD Shear v:_ — v=443.73plf L Overturning 2 Moment Mot P 7 ft 15 Mot = 6212.27 Ib•ft Resisting (2•ft) z Moment Mr:= .6•(15•psf•3•ft+ 10•psf•8•ft)• 2 + 400•lb•2•ft Mr= 950lb•ft Holdown Mot — (Mr) = 2631.13 lb HTT4 / STHD14 Force 2-ft Shear Wal Is at Front Elevation - Narrow 3 car option Wind Force P:= 6656•Ib P= 66561 b Length of wall L:= 1.33ft+ 2•ft-2+ 3.5ft+ 3.5ft L= 12.33ft P Shear v:= — v= 539.82plf E L Overturning 2 Moment Mot P 7 ft 12.33 Mot =7557.5lb•ft Resisting (2-ft)2 Moment Mr:= .6•(15•psf•3•ft+ 10.psf•8-ft) 2 + 400•Ib•2•ft Mr = 950lb•ft Holdown MO 2 ftMr) = 3303.75 lb HTT4 /STHD 14 Force GREEN M O U N T VI I N PROJECT: PLH-Aria 2017 %IVstructural en ineerin DATE' 7/6/ BY: AMA g JOB NO: 17283 SHEET: L-11 LATERAL CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE Vas := 140•mph Exp. B P:= 9h f(GCpf) — (GCP;)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 Krt := 1.0 Kd:= 0.85 V:= 140 I := 1.0 9h .00256•KZ•ICA•Kd•V2•I 9h = 29.85 psf G•CPf From Fig 28.4-1 0 := 25 GCpf := —0.61 GCP := 0.18 P:= gh•[(GCpf) — (GCp)1 P= —23.59 psf USING LOAD COMBINATION 16-15: 0.6D+0.6W MAX NET UPLIFT- USE ROOF DEAD LOAD =12 PSF lb W:= 0.6.12•psf— 0.6.23.6•psf W=—6.96 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 5ft•21•ft At = 105ft2 UPLIFT U := At•W U =—730.8 lb USE(2) Simpson H2.5A's II GREEN MOUNTAIN PROJECT: PLH-Aria 6201 %Iir structural engineering DATE 7/ / 7 BY: AMA JOB NO: 17283 SHEET: L-12 LATERAL Determine Diaphragm Shear&Deflection First Floor: Seismic Force FPx <_ 0.4•Sds•I•WP (ASCE 7-1012.10-3) SDS:_ .73 I := 1.0 WSD FPx:= 0.7.0.4•SDS•I•Wpx FPx := 0.2•wpx wDL:= 15•psf wW•w O.2 w – 60 If W 20 ft seismic := DL' seismic – p L:= 60-ft w–seismic force i 7/8" PLY `,` _ 1' 10 D NAILS _ 6" EDGES 12" CI FIELD ,I ` wseismic' 2 d - - W - v= 90 plf 1 I' SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed 2155-plf > v= 90 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 90pif A:= (1.5-in)-(5.5•in) Area of chord cross section L= 60ft E := 1400000•psi Modulus of elasticity of chords lb W= 20 ft GA:= 8.5.— (Table 4.2C) in EA„ := 2•[0.03125•(16•in + 32-in + 32•in + 16•in)] EA,= 6in Breyer CH.9.8 ( 5•v•L3 v in0.25•v•L (EAcx)ft A := • — + + A = 0.361in �8•E-A-W) �ft� 1000.GA 2-W GREEN MOUNTAIN PROJECT: PLH- Aria m structural engineering DATE: 7/6/2017 BY: AMA JOB NO: 17283 SHEET: F-i FRAMING ROOF LOADS PLAN A (C & D ARE SIM) Wd = 15psf WI = 25psf ,•0 p�00 0I og :. 0 1°°111.1"P° 41, I A GREEN M O U N T II I N PROJECT: PUT- Aria structural engineering DATE: 7/6/2017 BY: AMA JOB NO: 17283 SHEET: F-2 FRAMING ROOF LOADS PLAN B Wd = 15psf WI = 25psf / I! o./ 4 / ao/ 753 > > , A GREEN M O U N TSI I N PROJECT: PLH-Aria DATE: 7/6/2017 BY AMA Ty structural engineering JOB NO: 172$3 SHEET: F-3 FRAMING TRACK ROOF LOADS y OPTIONAL O 1 fJ I �. .- j 4' ■ �fk Ti______ 11© `I J • 0 1 L r►rip o0 0 R;i- v Ev 11 L_ x A�,o cp.., JOPTIONAL _____) x 0 • i _J \-7° L .. '''' I A GREEN MOUNTAIN PROJECT: PLH-Aria 7/6/2017 structural engineering DATE: BY: AMA JOB NO: 17283 SHEET: F-4 FRAMING O240p1f ROOF 4x12 XV V V 12' 1490 1490 1A240p1f ROOF 6x12 V V V V 16' 2025 2025 © 200p!f ROOF 6x12 V V V / A 16.5' 1758 1758 3400 1700 @2' @4' 4X10 • • 5' 2397 2737 1320 @4' 4 440p1f ROOF 4x12 A 8' 1133 2013 Project: i ����� Green Mountain Location: 1 Green Mountain SE Multi-Loaded Multi-Span Beam rof [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 10/16/2017 1:00:30 PM Section Adequate By:48.0% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1026 Dead Load 0.03 in Total Load 0.17 IN L/826 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 290 lb 290 lb Total Load 1490 lb 1490 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12 ft 9 p Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 248 plf Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 4471 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1490 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: Read Provided Section Modulus: 49.89 in3 73.83 in3 Area(Shear): 10.8 in2 39.38 in2 Moment of Inertia(deflection): 97.18 in4 415.28 in4 Moment: 4471 ft-lb 6615 ft-lb Shear: 1490 lb 5434 lb NOTES page Project: '41,021_ Green Mountain Location: 1A cr• " Green Mountain SE Multi-Loaded Multi-Span Beam .4740 of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 10/16/2017 1:01:00 PM Section Adequate By:20.1% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/552 Dead Load 0.09 in Total Load 0.44 IN L/436 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 425 lb 425 lb Total Load 2025 lb 2025 lb Bearing Length 0.59 in 0.59 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 18 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 253 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc- = 625 psi Fc---'= 625 psi Controlling Moment: 8101 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: 2025 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: 96.6 in3 116.02 in3 Area(Shear): 15.54 in2 61.88 in2 Moment of Inertia(deflection): 283.52 in4 652.59 in4 Moment: 8101 ft-lb 9728 ft-lb Shear: 2025 lb 8064 lb NOTES page Project: og Green Mountain Location:2 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 11:59:22 AM Section Adequate By: 34.1% F-7 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/806 Dead Load 0.17 in Total Load 0.42 IN L/473 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 1031 lb 1031 lb Dead Load 727 lb 727 lb Total Load 1758 lb 1758 lb Bearing Length 0.51 in 0.51 in w BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft A 16.5 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 213 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 7254 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1758 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: Redd Provided Section Modulus: 86.5 in3 116.02 in3 Area(Shear): 13.49 in2 61.88 in2 Moment of Inertia(deflection): 248.53 in4 652.59 in4 Moment: 7254 ft-lb 9728 ft-lb Shear: 1758 lb 8064 lb NOTES page Project: • - Green Mountain Location:3 ' "� Green Mountain SE Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 12:00:28 PM Section Adequate By:2.1% F-8 Controlling Factor: Moment • DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2004 Dead Load 0.02 in Total Load 0.05 IN L/1173 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1400 lb 1600 lb Dead Load 997 lb 1137 lb Total Load 2397 lb 2737 lb Bearing Length 1.10 in 1.25 in 2 BEAM DATA Center Span Length 5 ft d_,_.., Unbraced Length-Top 0 ft A 5f Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 7 plf Cd=1.15 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Two Cd=1.15 Live Load 2000 lb 1000 lb Modulus of Elasticity E= 1600 ksi E'= 1600 ksi Dead Load 1400 lb 700 lb Comp.1 to Grain: Fc- L= 625 psi Fc- -'= 625 psi Location 2 ft 4 ft Controlling Moment: 4781 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2737 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 Provided Section Modulus: 48.91 in3 49.91 in3 Area(Shear): 19.83 in2 32.38 in2 Moment of Inertia(deflection): 35.42 in4 230.84 in4 Moment: 4781 ft-lb 4879 ft-lb Shear: -2737 lb 4468 lb NOTES page Project: vvw, Green Mountain Location:4 + "" Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] • 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 11:53:29 AM Section Adequate By:48.1% F-9 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1975 Dead Load 0.02 in Total Load 0.07 IN L/1404 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 1400 lb Dead Load 333 lb 613 lb Total Load 1133 lb 2013 lb Bearing Length 0.52 in 0.92 in TR1 BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 8 plf Cd=1.15 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1000 lb Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Dead Load 320 lb Location 4 ft Controlling Moment: 4467 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.0 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 300 plf Controlling Shear: -2013 lb Left Dead Load 140 plf At right support of span 2(Center Span) Right Live Load 300 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf Load Start 4 ft Comparisons with required sections: Req'd Provided Load End 8 ft Section Modulus: 49.85 in3 73.83 in3 Load Length 4 ft Area(Shear): 14.59 in2 39.38 in2 Moment of Inertia(deflection): 53.24 in4 415.28 in4 Moment: 4467 ft-lb 6615 ft-lb Shear: -2013 lb 5434 lb NOTES GREEN M O U N ThI I M PROJECT: PLH- Aria 160 structural engineering DATE: 7/62017 ----- BY: AMA JOB NO: 17283 SHEET: F-10 FRAMING FOUNDATION LOADS Ce i�oy5 .09 , I 0 (en I , $ 4> • 0 ( 11 ., • 0 (1 11 , I O (1 11 1 • 0 (1 11 • • 0 (1 11 0 (1 11 1 0 (1 11 • I 0 (1 11 • • 0 _0 (1 11 -1 24x24x12 / kF 'F 11 9 11 1 11 :44 .5.00 • 24x24x12 pc00 v • 1c000 x,00 1 GREEN MOUNTh' 1 N 7 PROJECT: PLH-Aria 7/6/2017 BY: AMA structural engineering DATE: - .6 3 JOB NO: 17283 SHEET: F-11 FRAMING Foundation Design Soil searing Pressure SET:= 1500•psf (assummed) continuous foundation footing 12 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (16•in + 6-in + 16.in)•12-in A= 3.2 ft2 Allowed Load 5 P•A= 4750 lb in. Individual Footings: Size Area Capacity 18" diameter A:= 9•in•9-in•3.14 Pall 1500-psf•A Pall = 2649.41b 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 36'x36" A:= 36-in•36•in Pall 1500•psf•A Pall = 13500 lb 48"x48" A:= 48•in•48-in Pall := 1500•psf•A Pall = 240001b Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf