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Specifications \\\t-c- svt GN.0,\0- 1,-eA S-r- GREEN MOUNTnIN RECEIVED 111111W structural engineering NOV 2 1 2018 Clai ‘1 O fiGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Whitney Plan Willow Brook, Lot 26 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 .....ko PRO". ecor-- 2 v. ON ..*,, cr i OREGON, +$4.4 740. r 11 n'T a, A1•401"*"‘,..Aticd , ' Expires: December 31,2019 Project Number: 18017 November 20, 2018 , Index Structural Information Lateral Analysis L-1 thru L-11 Framing Analysis F-1 thru F-15 II greenmountamse corn-info@greenmountamse.com-4857 NW Lake Rd.Suit260.Camas.,WA 9ár11 GREEN MOUNThIIN 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 II GREEN M O U N T h I N PROJECT: PLH - Forte 1910 AMA structural engineering 8/20/2018 JOB NO: 18377 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 SDs (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 Si 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) 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) 11.4.4 Design spectrum response acceleration parameters 2 SDS •= 3'SMS SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SD1 •= 3 'SM1 SD1 = 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.'y (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 GREEN M O U N Tn I N PROJECT: PLH - Forte 1910 1111Ir structural engineering 8/20/2018 DATE: BY AMA JOB NO: 18377 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND -4 7 11 psf psf Wind Lasa Ht Shear /I < Length L:= 68•ft Height Ht:= 23•ft WIND := L•Ht•(11•psf + 7•psf) WIND = 281521b SEISMIC Fr • 45J roof Stsi ,,' fall c 1eISYT11C base Shear Aroof := 68•ft•52•ft Wr Aroof•15•psf + 2•(4.5•ft•68•ft)•10•psf Wr = 591601b Wwaiis 2.9•ft-68•ft SEISMIC:= (Aroof•15•psf+ Wwalls•10•psf)•0.123 SEISMIC= 8029.44 II WIND GOVERNS DESIGN GREEN M 4 U N TSI I N PROJECT: PLH - FOrte 1910 IOW Structural engineering DATE: 8/20/2018 BY AMA JOB NO: 1$377 SHEET: L-3 LATERAL _ � .ri,�,»� , . ,�. .. ��.�. .Rw.� ....v�� ,u.. WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q2:= .00256•K,•KZt•Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZc := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 (Z:= .00256•KZ•KZt•Kd•V3,2.1 gZ= 24.31 (varies/height) 15'-20' K,:= 0.62 (Z:= .00256•KZ•KZt•Kd•V3s2.1 qZ= 26.44 20'-25' KZ:= 0.66 qz:= .00256•KZ-KZt•Kd•V3,2-I qZ= 28.15 25'-30' K,:= 0.70 q,:= .00256-KZ-KA-Kd-V3,2.1 qZ= 29.85 WIND PRESSURE P:= gZ•G•CP G:= 0.85 Gust factor C, 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 PN,= 9.92 psf LEEWARD PL := 0.6.24.31-psf-0.85.0.5 PL = 6.2psf 15' 20' WINDWARD P,„:= 0.6.26A'1 -psf-0.85.0.8 P,N= 10.79psf 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 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 P,,=4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85.0.6 FL = 8.61 psf A GREEN MO U N T h I N PROJECT: PLH - Forte 1910 IOW structural engineering DATE: g/20/2018 AMA 18 BY: JOB NO: 1$377 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-0.3 4.05 8.09 psf psf •. Cp_ �.6 Assume 0 := 35 13.3 ft 1111111‘ 9.92 6.2 psf 9 ft psf t windward leeward Roof Loads max roof height Windward 4.05 psf•13.3•ft= 53.86 plf Leeward 8.09•psf-13.3.ft =107.6 plf Wall loads Windward 9.92•psf•4.5.ft=44.64 plf Leeward 6.2•psf-4.5-ft= 27.9 plf GREEN M O U N T n I N PROJECT: PLH - Forte 1910 '" 11Sh y structural engineering 8/20/2018 DATE: BY: AMA JOB NO: 1$377 SHEET: L-5 LATERAL 287 73 3 WIND ON ROOF - y - - - - Wavg= 1 80pif M=60(12)2/2=43201b o i II 11 • r I _ 7 _ t = L Wavg=150pIf rc—i' . . I t----r/ , LJ CN'' ' \ I / '-'' II 4 in li 1 .._L 'a GREEN M O U N T n I N PROJECT: PLH - Forte 1910 8/20/2018 AMA structural engineering DATE: BY: JOB NO: i8377 SHEET: L-6 LATERAL WIND ON MAIN LEVEL OPT. PATIO M=43201b T=C= =3601b i C INil 7371 'it 1 IfiI I ' 0 o (U 't- I-----11-1 - I II Ii I - o I I L_ I CO - CO I I, 1 I 1744] .2 6571 > t+ I ' I GREEN MOUNT�IIN PROJECT: PLH - FOrte1910 111110 8/20/2018 BY: AMA structural engineering DATE: JOB NO: 18377 SHEET: L-7 LATERAL ,. SHEAR WALL DESIGN PdI Pdl 4, Wdl 4 V r '- P (t) P:= wind V:= seismic h 1 L R=HoIdown Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7•E Overturning Moment: Mat := P•h L 2 Resisting Moment: Mr:= 0.6•(Wdi + Wwail)•( 2 + 0.6•Pdi•L 1 Mot — Mr Holdown Force R:— L 11111 I GREEN M O U N Til I N PROJECT: PLH - Forte 1910 110 structural engineering DATE: 8/20/2018 BYAMA JOB NO: 18377 SHEET: L-8 LATERAL Left Elevation Shear Walls Wind Force P:= 4680•Ib P=4680 lb Lengthofwall L:= 13•ft+ 4•ft+ 19ft L= 36ft P Shear v:_ - v= 130 plf A L 4•ft Overturning Mot := P'9•ft• Mot =4680lb•ft Moment 36 ft (4'ft)2 Resisting Mr:= .6•(15-psf•20•ft+ 10•psf•9•ft)• 2 + 500.1b-4.-ft Moment Mot - Mr Mr= 38721 b•ft Holdown = 2021b Force 4.ft Right Elevation Shear Walls Wind Force P:= 4680.lb P=46801b Length of wall L:= 17ft+ 9ft+ 4ft+ 13ft L=43 ft P A Shear v:_ - v= 108.84 plf L Overturning 4 Moment Mot := P'9•ft•— 43 Mot = 3918.14 Ib•ft Resisting (4ft)2 Moment Mr:= .6 (15 psf•20•ft+ 10•psf•9.ft)• + 500•Ib•4•ft 2 Mot - Mr Mr = 3872 lb•f t Holdown = 11.53 lb 4ft Force GREEN MOUNTSIIN PROJECT: PLH - Forte 1910 structural engineering DATE: 8/20/2018 �, BY JOB NO: 18377 SHEET: L-9 LATERAL _, . .. r _.... .m_, �w _ .. , w.,ff Shear Wal Is at Front Elevation (0 2 Car garage -worst case) Wind Force P:= 6571•Ib Length of wall L:= 2ft•2+ 4ft•2 L= 12ft P If p E/D Shear v:_ — v= 547.58 L Overturning 4 Mot := P•9•{t• M 12 of = 19713 lb•ft Moment (3ft)2 Resisting Mr:= .6•(15•psf•3•ft+ 1O•psf•9•ft)- + 5OO•Ib•3•ft Mr = 1864.5Ib•ft Moment 2 M Holdown 4t ft Mr) 4Q� i_ 4462 lb HTT5 / STHD14 Force Shear Walls at Rear Elevation Wind Force P:= 7371•Ib P= 73711b Length of wall L:= 7•ft+ 3ft + 5ft L= 15ft P Shear v:= — v=491.4plf D L Overturning 3 Moment Mot P 9 ft 15 Mot = 13267.8lb•ft (3•ft)2 Resisting Mr:= .6•(15•psf•5•ft+ 1O•psf•9•ft)• 2 + 5OO•lb•3•ft Moment Mr = 1945.5lb•ft Mot— (Mr) Holdown = 3774.1 lb Force 3'ft HTT5 C R E E N M O U N T X11 N PROJECT: PLH - FOrte 1910 structural engineering 8/20/2018 1lihr DATE: BY AMA JOB NO: 18377 SHEET: L-1O 'I LATERAL � ����_� CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE Vas:= 140-mph Exp. B P:= gh•[(GCPf) - (GCP,)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 KZt := 1.0 Kd:= 0.85 V:= 140 I := 1.0 9h := .00256•KZ•KZt•Kd•V2.1 qh = 29.85 psf GCPf From Fig 28.4-1 0 := 25 GCPf := -0.61 GCP; := 0.18 P:= qh•[(GCPf) - (GCP;)] 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 := 14ft•10•ft At = 140 ft2 UPLIFT U := At 4/ U =-974.4 lb USE(2)Simpson H2.5A's GREEN MOUNThIN PROJECT: PLH - FOrte1910 structural engineering DATE 8/ 0/2018 2 BY AMA,• :_. JOB NO: 1$377 SHEET: L-1 LATERAL � n 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•wpx FPX:= 0.2•wpx WDL := 15 psf w := W•w 0.2 w = 60 If W:= 20 ft seismic DL' seismic p L:= 60•ft w= seismic force 7/8" PLY '`1/ `V v 10 D NAILS f _ 6" i EDGES _` __ 12'FIELD J w Wseismic'L 2 4.`�_- v--'--+ :- W r _________ 1 v= 90 plf / i / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed := 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 EA„:= 2•[0.03125•(16-in + 32-in + 32-in + 16•in)] EA,„= 6in Breyer CH.9.8 5 v•L3 rin0.25•v•L (EDox)ft 0 := • — + + A = 0.36in \8•E•A•Wi fti 1000•GA 2•W A GREEN M O U N T IN PROJECT: PLH - Forte 1910 11111V structural engineering DATE: BY 8/20/2018 AMA JOB NO: 1$377 SHEET: F-1 FRAMING ROOF LOADS Wd = 15psf WI = 25psf 12x30 3CAR 9' . GARAGE SHOWN. PATIO COVER WORST CASE 1 If —11 1 II a/ I ,___t:1 .\h.\ -1 ''. GIRDEi__a_$PNUS OPT �fiRDER 0 801k1US OPT. w o 1 1 ©1 I CD it 1c - 11 1 7,4z5, (61 NUJ I �1j) / / I __,' r JI L 1 i r GREEN MOUNTIAIN PLH - Forte 1910 PROJECT: iliv8/20/2018 AMA Structural engineering DATE: ow .,r BY JOB NO: i8377 SHEET: F-2 FRAMING r TRACK ROOF LOADS OPT. PATIO COVER I I I� 0 ----._ i i II M 1 u — -- ` I l !I I 35) 66 , r' (o• Z) 1CI 361 p3,5 S Dc Dc � 5 U I;� r CK ! ' IW I __ CII r 1 �5l � Oj IIM1 I I 1I I • GREEN MO U N T h I N PROJECT: PLH - Forte 1910 Ih" structural engineering °ATE / / 8 2018 2 0BYAMA JOB NO: 18377 F-3 SHEET; FRAMING O 160pif ROOF 6x12 V V V u L� 16' L� 1387 1387 2357 ©6' © 4x10 8' 617 1795 II300pIf ROOF 4x8 V V V V A L� 8' 1222 1222 O 280pIf ROOF 4x12 X V V V /��/ OR 12' 6x12 1730/2345 OR 1730/2345 16' 5083 @4' fi) 4x10 V A it5 1AA n s��r Project: agsq page ,Green Mountain Location: 1 .; Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] =1Y 5.5 IN x 11.5 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/13/2017 2:35:47 PM Section Adequate By: 83.2% F-4 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/1180 Dead Load 0.12 in Total Load 0.28 IN L/680 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 800 lb Dead Load 587 lb 587 lb Total Load 1387 lb 1387 lb Bearing Length 0.40 in 0.40 in w BEAM DATA Center Span Length 16 ft . Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 173 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- L= 625 psi Fc- L'= 625 psi Controlling Moment: 5550 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: 1387 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: 66.19 in3 121.23 in3 Area(Shear): 10.65 in2 63.25 in2 Moment of Inertia(deflection): 184.4 in4 697.07 in4 Moment: 5550 ft-lb 10166 ft-lb Shear: 1387 lb 8244 lb NOTES f" Green Mountain page Project: Location:2 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 1. . 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/16/2017 12:45:01 PM Section Adequate By: 36.4% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1377 Dead Load 0.01 in Total Load 0.08 IN L/1145 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 500 lb 1500 lb Dead Load 117 lb 295 lb Total Load 617 lb 1795 lb Bearing Length 0.28 in 0.82 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 Center UNIFORM LOADS 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 Cd=1.15 Live Load 2000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 357 lb Comp.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Location 6 ft Controlling Moment: 3577 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: -1795 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: 36.59 in3 49.91 in3 Area(Shear): 13.01 in2 32.38 in2 Moment of Inertia(deflection): 40.25 in4 230.84 in4 Moment: 3577 ft-lb 4879 ft-lb Shear: -1795 lb 4468 lb NOTES Project: : ; page -� ,�. •.:Green Mountain Location:3 y , Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 INx7:25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/13/2017 2:43:30 PM Section Adequate By: 32.9% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/926 Dead Load 0.05 in Total Load 0.16 IN L/607 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 800 lb 800 lb Dead Load 422 lb 422 lb Total Load 1222 lb 1222 lb Bearing Length 0.56 in 0.56 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8 rt • Unbraced Length-Bottom 8 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 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 305 plf Cd=1.15 CF=1.30 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: 2443 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: 1222 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: 23.07 in3 30.66 in3 Area(Shear): 8.85 in2 25.38 in2 Moment of Inertia(deflection): 32.98 in4 111.15 in4 Moment: 2443 ft-lb 3247 ft-lb Shear: 1222 lb 3502 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 INx11.25INx12.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/13/2017 2:44:02 PM Section Adequate By:27.4% F-7 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1026 Dead Load 0.06 in Total Load 0.20 IN L/711 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 530 lb 530 lb Total Load 1730 lb 1730 lb Bearing Length 0.79 in 0.79 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft12 ft 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 80 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 288 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: 5191 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: -1730 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: 57.93 in3 73.83 in3 Area(Shear): 12.54 in2 39.38 in2 Moment of Inertia(deflection): 105.09 in4 415.28 in4 Moment: 5191 ft-lb 6615 ft-lb Shear: -1730 lb 5434 lb NOTES Project: fk. "MO Page sGreen Mountain Location:4@16 �t, ' Green Mountain SE Multi-Loaded Multi-Span Beam or [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 11/13/2017 2:44:34 PM Section Adequate By: 3.7% F-8 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/552 Dead Load 0.16 in Total Load 0.51 IN L/377 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1600 lb 1600 lb Dead Load 745 lb 745 lb Total Load 2345 lb 2345 lb Bearing Length 0.68 in 0.68 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 80 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 293 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-1= 625 psi Fc--- = 625 psi Controlling Moment: 9381 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: 2345 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: 111.87 in3 116.02 in3 Area(Shear): 17.99 in2 61.88 in2 Moment of Inertia(deflection): 311.68 in4 652.59 in4 Moment: 9381 ft-lb 9728 ft-lb Shear: 2345 lb 8064 lb NOTES Project: - page Green Mountain Location:5 ;y;"'�"� 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 11/16/2017 12:47:53 PM Section Adequate By: 9.4% F-9 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2126 Dead Load 0.01 in Total Load 0.04 IN L/1661 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 3200 lb Dead Load 234 lb 884 lb Total Load 1034 lb 4084 lb Bearing Length 0.47 in 1.87 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 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 Cd=1.15 Live Load 4000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1083 lb Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Location 4 ft Controlling Moment: 4080 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: -4084 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: 41.74 in3 49.91 in3 Area(Shear): 29.59 in2 32.38 in2 Moment of Inertia(deflection): 26.06 in4 230.84 in4 Moment: 4080 ft-lb 4879 ft-lb Shear: -4084 lb 4468 lb NOTES GREEN M O U N T h I N PROJECT: PLH - Forte 1910 1111110 /2018 structural engineering DATE: 8/20/2018 BY AMA �� JOB NO: 18377 SHEET: F-10 FRAMING FOUNDATION LOADS ri, . 24"0x12" TYP bbl �I iii_ li II ir ri It I �I � I1� OIL III III Iii II IIS I� a l \i• iii Hai (N � II ii AL I ii i at — I' r II i, nlk II 1n �i', • ii iii i ®3886 i IIS II oIm, 0 v b H II 24X24X12 II, ___ _ It HP, ©BONUS = u €':ONUS .,;,) 1.,NAc' 11, 1 [4) B` •„, p / OPT. II II I 3 CAR I:: I 111 1 I iii III I I, I II I '1'I 6�5 ��6 II� � GJ I= n — 1�j 24X24X12- --- u F ii ©3CAR 73 ,,$'I 0 I= MI II III I I , GREEN MOUNTRIN PROJECT: PLH - Forte 1910 Structural engineering DATE: 8/20/2018 -_- BY AMA JOB NO: 1$377 F-11 SHEET: 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 SBPA= 4750 lb fin\_1., 1 11111111.==.111111111 ,. Individual Footings: Size Area Capacity 18" diameter A:= 9•in•9•in•3,14 Pall := 1500•psf•A Pais = 2649.4lb 24x24" 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 36x36" A:= 36•in•36•in Pall 1500-psf-A Pall = 13500 lb 48"x48" A:= 48•in•48•in Pall 1500-psf-A Pati = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psfX 12 inches=1500 plf