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Specifications (28) so,cc-1-3-L \q— conck ,.. ..,.„,% GREEN MOUNTIMN ----RECEIVED-- structural engineering FEB 1 4 2019 CITY OF TIGARD BUILDING DIVISION , STRUCTURAL CALCULATIONS for Aria Plan Willow Brook, Lot 2 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 ago PRop *GINE 1 0 t4 4 I 619 i 4 sit°REGO .. "Itk °Pr. 17 V.'. 0+ 41e* eik,S 4f, ANO Expires: December 31, 2019 Project Number: 17283 February 4, 2019 - .. , _ 4 Index Structural Information Lateral Analysis L-1 thru L-12 Framing Analysis F-1 thru F-1 1 Pk greenmountainse cam - info@greenmountainse cam-4857 MW Lake Rd, Suite 260,Camas,WA 98607 GREEN MOUNTMIIN 11110 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 S 1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6 i -- 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 GREEN MOUNTAIN PROJECT PLH- iia k tlmm _ __. 6 201 • DATE 7/ / 7 BY: AMA 111110 structural engineering .... .. . JOB NO: 172$3 SHEET: L-1 LATERAL .�.,..�.aN.....��r�. . .,, SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR V 1.2.Sips •W (Eq.12.14-11 with F=12) R S5 mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site Si mapped spectral acceleration for Si := 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„•SI SM1 = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 SDS = 3'SMS SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SDI 3 'SMI 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 II GREEN MOUNTnIN PROJECT: PLH Alla 110 DATE: 76/2017 BY AMA structural engineering r.. .....v JOB NO: 17283 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 A psf psf - blind base Ht r /I � year Length L:= 60•ft Height Ht:= 18•ft WIND:= L•Ht•(11•psf + 7•psf) WIND = 19440 lb SEISMIC Fr Wroof Wall 9eiSn-,ic base Shear Aroof 60•ft•40•ft Wr:= Aroof•15•psf + 2•(4.5•ft•60•ft)•10•psf Wr =414001b Wwalls 2.9•ft•60•ft SEISMIC:_ (Aroof•15•psf+ Wwalls•10 psf)•0.123 SEISMIC= 5756.4 lb WIND GOVERNS DESIGN GREEN MOUNTAIN PROJECT. PLH-Aria 11110 BY: 7/6/2017 AMA structural engineering : JOB NO: 17283. x 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 EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR ICA := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 q2:= .00256•KZ•KZt-Kd•V3s2•I qZ= 24.31 (varies/height) 15'-20' KZ:= 0.62 qZ:= .00256•KZ•KZt•Kd•V3s2.1 qZ= 26.44 20'-25' K„:= 0.66 qZ:= .00256•KZ•KZt•Kd•V3,2•I qZ= 28.15 25'-30' K,:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2-I gZ= 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 = 6.2 psf 15'-20' WINDWARD P,,:= 0.6.26.44•psf•0.85.0.8 P,N= 10.79 psf LEEWARD PL:= 0.6.26.44•psf•0.85.0.5 PL = 6.74 psf AT ROOF 15'-20' WINDWARD PW:= 0.6.26.44•psf•0.85.0.3 PW=4.05 psf 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 PW= 4.31 psf LEEWARD PL := 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf GREEN M O U N T V1 I N PROJECT Pill- Aria IOW DATE: 7/6/2017 BY:structural engineering AMA ¢�r JOB NO: 172$3 SHEET L-4 LATERAL , .�. . .r., v, . . .w_.. ., . .. WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE tc CP-0. 4.05 \ \\ 8.09 1 psf i' �. Psf Assume / \\•.. 9,9 6,2 sf / P 9 ft psf 1• windward leeward Roof Loads Windward 4.05•psf•12•ft=48.6 plf Leeward 8.09•psf•12•ft= 97.08 plf — Wall loads Windward 9.9•psf•4.5•ft =44.55 plf Leeward 6.2•psf•4.5•ft= 27.9 plf GPROJECT:Ile PLH- arla DATE: 76/2017 BY: AMA structural engineering JOB NO: 17283 SHEET L-5 LATERAL _ _ _ „„,_. 266 73 73 WIND ON ROOF Wavg = 169 plf 0_ . o CO CL N Q oo O 150 , < i r(r ,:)._ co III I GREEN M O U N T n I N PROJECT. PLH- Aria IOW DATE: 7/6/2017 BY AMA structural engineering a {.. LATERAL JOB NO: 1283 SHEET: L 6 WIND ON MAIN LEVEL M= 60(12)2/2=43201b C T=C= o° = 432 lb 7376 ir=___: > ■ fl [ ■ A 0,,,,, •L1 100 I 111111"14 (C)i 111)1' EL, i 0 4394 4394iii L - X © I.► j _ JOPTIONAL x (tel ip,i ____4 „_._4. .1 ._ 6656 all rll GREEN M O U N T�111`I PROJECT. PLH- Arla IOW structural engineering DATE: 7/6/2017 BY: AMA JOB NO: 17283 SHEET: L-7 LATERAL .�. e....y r.. � �.....� � SHEAR WALL DESIGN Pdl f dl 4Wdl 4 / V 1Y P ( P:= wind V:= seismic h 1 L R=Hol down Force Based on Basic Load Combinations 0.60 + 0.6W 0.6•D + 0.7.E Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwall�( •2 + 0.6•Pdi•L Mot — Mr Holdown Force R:— L GREEN M O U N T n I N PROJECT: PLH Aria DATE: 7/6/2017 BY: AMA 1110 structural engineering LATERAL JOB NO: 17283 SHEET: -$ Left Elevation Sh ear Walls- at 3 car option - most conservative Wind Force P:= 43941b P=4394 lb Length of wall L:= 12•ft+ 4ft+ 7ft•2 + 5ft L= 35ft P Shear v:= — v= 125.54 plf A L 4•ft Overturning Mat := P•9'ft• Mot =4519.54 lb•ft Moment 35 ft (4•ft)2 Resisting Mr:= .6•(15•psf•21•ft+ 10•psf•9-ft)• 2 + 400.1b4-ft Moment Mr = 3544lb•ft Mot - Mr Holdown = 243.89 lb Force 4.ft at 2 car option: P=3380 lb L 37 ft. v =9lplf Right Elevation Shear Walls Wind Force P:= 4394•lb P=4394 Ib Length of wall L:= 22•ft+ 23ft+ 4ft L= 49ft P Shear v:= — v= 89.67 plf A L Overturning 4 Mot := P•9'ft•— Moment 49 Mot = 3228.24 Ib•ft (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 Ib 4.ft Force GREEII M UNTAIN PROto JECT PLH- Arla 7/6/2017 AMA structural engineering DATES ul BY: JOB NO: 17283 SHEET: L-9 LATERAL _ i* _. Shear Walls at Front Elevation -2 car option Wind Force P:= 6656•Ib P= 66561 b Length of wall L:= 2•ft+ 2ft+ 3.5ft+ 3.5ft L= 11 ft P Shearv:= L v= 605.09 plf E Overturning 2 Moment Mot := P'7.ft10 Mot = 9318.4 lb-ft Resisting (2•ft)2 Moment Mr:= .6.(15•psf•3-ft+ 10•psf•8•ft)• 2 + 400•Ib•2•ft Mr = 950lb•ft Mot Holdown (Mr) =4184.2 lb HTT5 / STHD14 Force 2•ft Shear Walls at Rear Elevation Wind Force P:= 73761b P= 73761b Length of wall L:= 4•ft+ 8ft+ 4ft L= 16ft P D Shear v:= L v=461plf Overturning 4 Mot P 9 ft M 16 of = 16596 lb•ft Moment (4•ft)2 Resisting Mr:= .6•(15•psf•3•ft+ 10•psf-9-ft) 2 + 400•Ib•4•ft Moment Mr = 2248 lb•ft Holdown Mot (Mr) — 3587 lb HTT4 Force 4.ft II P GREEN MOUNTAIN .PROJECT J PLH-Aria AMA 1111110 structural engineeringDATE7/6/2017 BY �� 17283JOB NOS.. . �283 SHEET: L-10 LATERAL .,..�-...u.._ �.. Shear Walls at Front Elevation -12' 3 car option Wind Force P:= 6656•Ib P= 66561b Length of wall L:= 2•ft•4 + 3.5ft+ 3.5ft L= 15ft P D Shear v:_ —L v=443,73plf Overturning 2 MomentM15 Mot = 6212.27 Ib•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" = 2631.13 lb HTT4 / STHD14 Force Shear Walls at Front Elevation - Narrow 3 car option Wind Force P:= 6656.lb P= 66561b Length of wall L:= 1.33ft+ 2•ft•2+ 3.5ft+ 3.5ft L= 12.33ft P Shear v:= —L v= 539.82plf E 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 = 950 lb-ft Holdown MO2 ftMr" = 3303.75 lb HTT4 /STHD14 Force II GREEN MOUNTAINPROJECT PLH- Aria7/6/2017 structural engineering JOB NO: 1 28 SH;,. AMA DTE; ' 7 3 SHEET: L-11 LATERAL �x•.«� CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE Vas := 140-mph Exp. B P:= gh•[(GCpf) – (GCPi)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 Kit := 1.0 Kd:= 0.85 V:= 140 I := 1.0 qh := .00256•KZ•Kit•Kd•V2•I qh = 29.85 psf G•CPf From Fig 28.4-1 0 := 25 GCpf := –0.61 GCP. := 0.18 P:= gh•[(GCpf) – (GCpi)] 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– 0.6.23.61psf W=–6.96— uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 5ft•21•ft At= 105 ft2 UPLIFT U := At•W U =-730.8 Ib USE(2) Simpson H2.5A's GREEN MOUNTAIN PROJECT: PLH- Aria IOW structural engineering ineerin MMT: 7/6/2017 BY AMA.� 1 28 L-12 7 3 JOB NO: SHEET: LATERAL Determine Diaphragm Shear&Deflection 0 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•wpxFPx:= 0.2 wPx WDL := 15•psf W:= 20-ft wseismic W.WDL'0.2 wseismic = 60pIf L:= 60•ft w- seist#`.ic force 7/8" PLY 'd! ' `',i 10 D NAILS 6" 60 EDGES '� ��r 12" AFIELD > W Jwseismic•L _� d ��f v:= W r' v= 90 plf E SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM valiowed 215-plf > v= 90 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 90 plf 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 EOcx:= 2•[0.03125•(16•in + 32•in + 32•in + 16-in)] EAcx = 6in Breyer CH.9.8 5-v•L3 (ink 0.25 v•L (EDcx)ft A := — + + A = 0.361in �8•E•A•Wi fti 1000.GA 2•W GREEN MOUI`IT�IIN PROJECT: PLH- Aria lie structural en ineering DATE: 7/6/2017 BY: "* AMA FRAMING JOB NO: 17283 SHEET: F-1 ROOF LOADS PLAN A (C & D ARE SIM) Wd = 15psf WI = 25psf \/( ,y��O , ,/ g/ o �/ oo/ 4._/ oa/ �/ 7co/ . ', bc00 A GREEN MOUNTnIN PROJECT: PLH- Aria 111110 structural engineering DATE: 7/6/2017 BY: AMA JOB NO: 17283 SHEET: F-2 FRAMING ROOF LOADS PLAN B Wd = 15psf WI = 25psf / / ooh :fr33 fr53 GPROJECT: PLH-Arla 1111110 Structural engineering DATE: 7/6/2017 .. s..j„ BY: AMA JOB NO: 17283 SHEET: F-3 FRAMING TRACK ROOF LOADS OPTIONAL O 1 :VC:-Sbc I J L 4e/pgriN Oo 00 ill Ftfo 1 L Jr- W� X 01aIM ► _ OPTIONAL x x 0 , m ____4 _a__.<49_ . CD I Pk GREEN M O U N T hI I N PROJECT: PLH- AI7a IOW structural engineering DATE: 7/6/2017BY: ,re,,AMA JOB NO: 17283 SHEET: F-4 FRAMING O 240p1f ROOF 4x12 V V V V V /\ /\ 12' 1490 1490 240pIf ROOF 6x12 XV V V �/ 16' /\ 2025 2025 © 200p1f ROOF 6x12 X V V V � /\ 16.5' 1758 1758 3400 1700 02' 04 © 4X10 5' 2397 2737 1320 04' (.4=iN 1/MI 440p1f ROOF 4x12 ♦ 8' ♦ 33 2013 Project: NNW,, page Green Mountain / Location: 1 y Green Mountain SE Multi-Loaded Multi-Span Beam of [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: 11240 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 w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12 ft— g 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.--to Grain: Fc-1= 625 psi Fc-1'= 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: Rea'd 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 Project: y page Green Mountain Location: 1A y ,'"� Green Mountain SE Multi Loaded Multi Span Beam 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: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B 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 16ft 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 Adjusted 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.L to Grain: Fc-1 = 625 psi Fc-1'= 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 Project: V , page -..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 B 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 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 Adiusted 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-1'= 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: Req'd 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: �'4 Green Mountain Location:3 � ,",�°` Green Mountain SE Multi Loaded Multi Span Beam L, of [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: L/240 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 1 Bearing Length 1.10 in 1.25 in 2 BEAM DATA Center ifWSpan Length 5 ft _:. .,„.. .W.® e,._ i a r.f as a. Unbraced Length-Top 0 ft — 5 n 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 Adiusted 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- = 625 psi Fc-1'= 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: Read 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 Project: page .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 BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft - 8ft 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 Adiusted 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 Load Number One Cd=1.15 Live Load 1000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 320 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi 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: Rea'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 I`I T I I 1 PROJECT:110 PLH- Aria 201 (� r, structural engineering DATE: 7/6/2017 / / 7 ,N BY: AMA JOB NO: 17283 SHEET: F-1 O FRAMING FOUNDATION LOADS I ®- - - o cNIO „o 0 0 • 0 0 0 O O O 1 O O O O O O • t. O O O 1 F o O O • o O O • o O O 1 O OO I O 0 t, -0 O 1 L.._, 0 • 24x24x12 } 0 O r i 0 9 a �y o! 0 24x24x12 kp�0 c� .000 ,� s 1 L a e 0 e- 43 GREEN M O U N TSI I N PROJECT: PLH- Aria illile TE 7/6/2017 BY AMA structural engineering DATE:Fu . .� MM.. JOB NO: 1283 SHEET: F-11 FRAMING Foundation Design Soil Bearing Pressure SBP:= 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= 3.2ft2 Allowed Load SBP•A = 4750 lbiMEE n 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 Pau := 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