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Specifications (30) ai)DtSe\ k,\") Gy)SoZveSL St • GREEN MOUNTAIN structural engineering RECRVED DEC 3 2 018 CITY oF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Dumont Plan Willow Brook, Lot 27 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 top PRope 44 %. 0INE CO CC' I 1619 OREGO /41,46°11r. 17 V s.egt ANO ' Expires: June 17, 2020 Project Number: 18116 October 15, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 Framing Analysis F-1 thru F-1 1 111 greenmountainse.com info©greenmountairise corn - 4857 NW Lake Rd Suite 260,Camas WA 98607 GREEN MOUNTVIIN 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 fm Foundation Soil Properties: azi 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 hi G PROJECT: PLH - 2127 ��. IIif structural engineering DATE: 3/20/2018 BY; AMA �nw _.��•�......._._.. .... .m._..,.��. JOB 18110 SHEET: L-1 NO: LATERAL .�.�.. 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 55 mapped spectral acceleration for 55 := 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 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 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3—'SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SEA 3•SM1 SDI = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 Sps R:= 6.5 Table 95.2.2 V:_ •W R 1.2.0.73 V:= •W V:= 0.135•W 6.5 12.4 Seismic Load Combinations E:= 1.3-1/ (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 T A I N PROJECT: PLH - 2127 111V structural engineering DATE: 3/20/2018 BY AMA g � 18116 JOBB NO: SHEET: L 2 �- �... w..N LATERAL _._ ... , SIMPLIFIED WIND AND SEISMIC COMPARISON WIND /` 1111 11 ps f psf Wind base Shear Length L:= 70•ft Height Ht := 26-ft WIND := L•Ht•(11.psf + 7.4•psf) WIND = 33488 lb SEISMIC Fr i' 65i roof FL Wfloor SeiBmis Waval l base Shear Aroof := 70•ft•40•ft Aroof = 2800 ft2 Afloor := 70•ft•40•ft Afloor = 2800 ft2 Wwalls 4.18•ft•70•ftWwalls =5040ft2 SEISMIC:= (Aroof'15 psf + Afloor•15•psf + Wwalls'10 psf)•0.123 SEISMIC= 16531.2 lb WIND GOVERNS DESIGN GREEN MOUNTnIN PROJECT: PLH - 2127 Ile structural engineering DATE3/20/2018. ��..•.��_ti _ M , , ,: s. • BYAMA ._ ., . n.« JOB NO: 1$116 SHEET: L-3 LATERAL �.� _.m..w,.a ,..,. ,w . .....: � WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q,:= .00256•KZ•KZt•Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt := 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 (vanes/height) 15'-20' K,:= 0.62 q2:= .0O256-KZ•KZt•Kd-V3,2.1 qZ= 26.44 20'-25' K,:= 0.66 qZ:= .00256•KZ•KZt•Kd•V352•I qZ= 28.15 25'-30' KZ:= 0.70 gZ:_ .00256•KZ•KZt•Kd•V3s2•I qZ= 29.85 WIND PRESSURE P:= q,-G•CP G:= 0.85 Gust factor CP pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per 15C 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 PW= 10.79 psf LEEWARD PL := 0.6.26.44•psf•O.85.O.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 PN,:= O.6.28.15•psf•O.85-0.3 PW=4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf GREEN MOUNTAIN PROJECT: PLH - 2127 DATE 3/20/201BY structural engineering MA 18 8 y ,Y. .A ,.rx JOB NO: 18116 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-0. 4.31 i' /1. 8.61 Assume f'f \ psi' 0 -= 35 \\IN 6 ft / N-->c 10.79 7 11P sf 6.74 f •k I psf 9.92 9ft t psf Mean Roof Height windward leeward 17 + 22 = 19.5 2 Loads at Roof upper roof lower roof Windward 4.31•psf•6•ft= 25.86 plf 4.05•psf•7.5•ft= 30.37 plf Leeward 8.61•psf•6•ft=51.66 plf 8.09•psf•7.5•ft= 60.67 plf Wall loads at upper level at lower level Windward 10.79•psf4•ft=43.16plf 9.92•psf-9•ft= 89.28plf Leeward 6.74•psf.4-ft= 26.96 plf 6.74•psf•9•ft= 60.66plf GREEN MOUNTRIN PROJECT:A" PLH - 2127 rn BY: AMA structural engineering DATE: 3/20/2018 _,. SFw JOB NO: 18 116 SHEET: L-5 LATERAL _ ,.. e,F .r WIND ON ROOF W = 1 48p1f i ' I j I 1 Q co ` II 0_ in 1hn I II I- 1 W=1 40pIf i 1 4_ Q C CD CO GREEN MOUNTAIN PROJECT: PLH - 2127 1111110 structural engineering DATE: 3/20/2018 BY AMA JOB NO: 18116 SHEET: � 6 LATERAL _s. .�a._,.. WIND ON UPPER LEVEL O 0 N N N N vN W= 150pIf vN 1____,, < <2160 1 i I`LC A -ms L_____,_ —T < Q 0 in 1Iim II I 1 II , SII t t till ! ' fI L i <2160 --�I z ' �` < _____L_ GREEN MOUNTAIN PROJECT: PLH - 2127 410 Structural engineering DATE: 3/20/2018 BYAMA JOB NO: - 18116 SHEET: L-7 LATERAL .. ,� m.a.. . ... „,,___ WIND ON MAIN LEVEL I'' 7260 I • ■ I 1i E-1 1 r 1 X x �� I1 I� I AO N l 1 N A Q I 1 _ __' LC) IMII liMillime.C.=',/ I 7058 > Imom 1 L_ 1 1800 > GREEN MOUNThIN PROJECT: 127 IOW structural engineering DATE: 3/20/2018 BY AMA 9 � 18116 � � �,,... ��u�,��r�. �� JOB NO: SHEET: L-8 LATERAL �,,, ....._ SHEAR WALL DESIGN PdI PdI 4 Wdl P:= wind V:= seismic h L. R=Holdown Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7E Overturning Moment: Mot P•h ( Resisting Moment: Mr:= 0.6•(Wdi + Wwau) ZZ + 0.6-Pdi•L Mot — Mr Holdown Force R L 1111 GREEN M O U N T FI I N PROJECT: PLH 2.127 AMA structural engineering DATE: 3/20/2018 BY AIA a 8a>L6 L-9 JOB NO: SHEET: LATE RAL Shear Walls at Right Elevation Upper Level Wind Force P:= 2220-lb P= 22201b Length of wall L:= 19•ft+ 4ft L= 23ft P Shear v:= - v= 96.52 plf A L 4 Overturning Mot := P•8-ft•23 Mot = 3088.7lb•ft Moment (4•ft)2 Resisting Mr:= 0.6.(15•psf•8-ft+ 10•psf-8•ft)• 2 + 0.6.400•lb•4•ft Moment Mr = 1920lb•ft Mot — Mr Holdown = 292.17 lb Force 4•ft Main Level Wind Force P:= 5220-lb P= 5220 lb Length of wall L:= 21•ft+ 9.ft+ 10ft+ 5ft L=45ft P B Shear v:= — v= 116plf L 5 Overturning Mot := P•9•ft•45 Mot = 5220 Ib•ft Moment (5-ft)2 Resisting Mr:= 0.6-05•psf•8-ft+ 10•psf•18•ft) 2 + 0.6.600-lb•5-ft Moment Mr=4050lb•ft Holdown Mot — Mr = 234 lb Force 5•ft GREEN M O U N TSI I N PROJECT: PLH — 2127 IOW structural engineering DATE: 3/20/2018 BY: AMA JOB NO: 1811( SHEET: L-10 LATERAL �.m. .�..�..�tt.... . Shear Walls at Rear Elevation Upper Level Wind Force P:= 21601b P= 2160 lb Length of wal l L:= 5ft+ 15ft L= 20ft P Shear v:= — v= 108plf A L 5 Overturning Mot := P'8'ft'— Mot =4320lb•ft Moment 20 (5.ft)2 Resisting Mr := 0.6•(15.psf•3•ft+ 10•psf•8.ft)• + 0.6.400•Ib•5•ft Moment 2 Mr = 2137.5lb•ft Mot - Mr Holdown =436.5 lb Force 5•ft Main Level Wind Force P:= 7260•lb P= 72601b Length of wall L:= 3•ft•2+ 4ft+ 2.5ft•2 L= 15ft F' Shear v:= — v= 484p1f D L 3 Overturning Mot P•9'ft'15 Mot = 13068lb•ft Moment (2.5•ft)2 Resisting Mr := 0.6•(15 psf•6•ft+ 10.psf•8-f-t)• 2 + 0.6.600•Ib•2.5•ft Moment Mr= 1218.75lb•ft Mot — Mr Holdown =4739.7 lb HTT5 Force 2.5 ft GREEN MOUNTS IN PROJECT PLH - 2127 1111110 structural engineering DATE: 3/20/2018 01:.* BY: AMA JOB NO: 1 11 SHEET: __ LATERAL Shear Walls at Left Elevation Upper Level Wind Force P:= 2220•Ib P= 2220 lb Length of wall L:= 10•ft+ 11ft L= 21ft Shearv:= - v= 105.71 plf A L 10 Overturning Mot:= P•8•ft21 Mot = 8457.14 lb-ft Moment (10•ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•8•ft)• 2 + 0.6.400•Ib•10•ft Moment Mr = 6150 lb•ft Mot – Mr Holdown = 230.71 lb Force 10 ft Main Level Wind Force P:= 5220•Ib P= 52201b Length of wal I L:= 20ft+ 21ft+ 7ft L=48 ft P Shearv:= - v= 108.75plf $ L 7 Overturning Mot := "'ft.-48 Mot = 6851.25lb•ft Moment (7.ft)2 Resisting Mr:= 0.6 (15 psf-3•ft+ 10•psf-9•ft)• 2 + 0.6.600.Ib•7•ft Moment Mr =4504.5 lb•ft Holdown Mot – Mr = 335.25 lb Force 7•ft GREEN M O U N TSI I N PROJECT: PLH - 2127 IOW structural engineering DATE: 3/20/2018 ms� �Fw, BY: AIWA 18116 L-12 JOB NO: SHEET: LATERAL . ..w. .�,_ .. �.. Shear Wal Is at Front Elevation Upper Level Wind Force P:= 2160-lb P= 2160 lb Length of wall L:= 4.5•ft•2 + 3ft L= 12ft P Shear v:= — v= 180 plf B 3 Overturning Mot := P•8•ft•— Mot =4320lb•ft Moment 12 (3.ft)2 Resisting Mr := 0.6•(15•psf•3•ft+ 10•psf•8•ft)• 2 + 0.6.400•lb-3•ft Moment Mr = 1057.5lb.ft Mot — Mr Holdown = 1087.5 lb Force 3.ft Main Level (2 car-worst case) Wind Force P:= 1800•lb P= 1800 lb Length of wall L:= 1.5.-t•2 L= 3ft P Shear v:_ - v= 600 plf E L 1.5 Overturning Mot := P•8•ft•3 Mot =7200 lb-ft Moment (1.5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•9•ft)• 2 + 0.6.600•Ib•1.5•ft Moment Mr = 621lb•ft Holdown Mot — Mr Force — 43861b STHD14 1.5-ft OR AT 3 CAR: L=2*1.33'+ 1.5'=4.16' V=433 PLF D GREEN M O U I`I T�111�I ?ROJECT:r PLH - 2127 IOW structural engineering DATE3/20/2018 BY AMA _ _. �,y L-13 JO LATERAL JOB 1 11 SHEET:_ _ Interior Shear Walls at garage Main Level at rear garage- 2 car option Wind Force P:= 7058•Ib P= 7058 lb Length of wall L:= 8ft+ 7.5ft L= 15.5ft P Shear v:= —L v= 455.35plf D 8 Mot = 32785.55 l b•ft Overturning Mot := P•9'ft•15.5 Moment (8.ft)2 Resisting Mr:= 0.6•(15•psf•12•ft+ 10•psf•18•ft) + 0.6.600•Ib•8•ft 2 Moment Mr = 9792 lb-ft Holdown Mot - Mr - 2874.19 lb HTT4 Force 8•ft Main Level at rear garage- 3 car option Wind Force P:= 7058•lb P=7058 lb Length of wall L:= 8ft+ 7.5ft+ 10ft+ 4ft L= 29.5ft P Sh ear v:= —L v= 239.25 plf B 8 Mot = 17226.31 l b•ft Overturning Mot := P"9'ft•29.5 Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•12•ft+ 10•psf•18•ft)• 2 + 0.6.600•Ib•8-ft Moment Mr = 97921 b•ft Holdown Mot - Mr = 929.29 lb Force 8•ft C PROJECT: IOW DATE. 3/20/2018 BY AMA structural engineering .. rnP :x{ . ,Ta .rur . JOB NO: 1811.6 SHEET: L-14 LATE RAL _ .. � m ,.,. CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS V35 := 140 mph Exp. B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh.[(GCpf) – (GCp;)] MEAN ROOF HT=30 ft(max) 8 := 26.6 KZ:= 0.70 ICA := 1.0 Kd:= 0.85 V:= 140 I := 1.0 9h := .00256•KZ•KZt•Kd•V2•I qh = 29.85 psf G•Cpf FIG 28.4-1 0 := 20 GCpf :_ –0.69 (Zone 3E) 8 := 30 GCpf :_ –0.53 (Zone 3E) 8 := 25 GCpf :_ –0.61 GCp := 0.18 P:= gh•[(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—z uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.20 ft: TRIBUTARY AREA At:= 10•ft•12•ft At = 120ft2 UPLIFT U := At•W U =–835.2 lb USE(2) Simpson H2.5A's GREEN MOUNTIIIN PROJECT: PLH - 2127 1W 01AMA 2 structural engineering DATE: 3/20/ ���8�t. a � BY w •. .. ,T.. .��., JOB NO: 18116 SHEET: L 15 LATERAL ��..��...,� Determine Diaphragm Shear&Deflection CD First Floor: Seismic Force FPX <_ 0.4•Sds•l•WP (ASCE 7-1012.10-3) SDS:= .73 I:= 1.0 WSD FPX := 0.7.0.4SDS•I•wPXFPX := 0.2•wPX Mx,:= 15•psf = W•w 0.2 w = 90 If W 30 ft w seismic ••– DL' seismic p L:= 40•ft w= seismic force 1 7/8" PLY r` 10 D NAILS _ 6" t E D G ES �� ��� 12" AFIELD `I W `� Wseismic•L 2 — v:= _' A r ir% W it, v= 60 plf / C f SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed := 215•plf > v= 60plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 60plf A:= (1.5•in)•(5.5•in) Area of chord cross section L=40 ft E:= 1400000-psi Modulus of elasticity of chords lb W= 30 ft GA:= 8.5.— (Table 4.2C) in EOcX:= 2•[0.03125•(16•in + 32•in + 32•in + 16•in)] EA,= 6in Breyer CH.9.8 5•v•L3 /in' 0.25•v•L (ED4ft 4 :_ • — + + 0 = 0.18in �8•E-A•Wj \ftp 1000.GA 2•W C R E E N M O U N T X11 1 1 PROJECT: PLH - 2127 IOW DATE: 3/20/2018 BY: AMA structural engineering Kw JOB NO: 18116 SHEET: F-i FRAMING _ mm.ry... SH �... ...__. ROOF LOADS ROOF A—F Wd = 15psf ARE SIMILAR WI = 25psf i ■ I _cpb I 161:3 1 Ny I •II i I I / ,,F0.. ed i /PIF I GREEN MOUNThIN PROJECT PLH - 212IOW 7 DATE: 3/20/2018 BY: ` `� structural engineering r....v. _ ry:,.,�.,,. ��._. �.Y. JOB NO: 1$116 SHEET: F-2 FRAMING �x, _ .r.. ..x��, . �e.m.,, TRACK ROOF LOADS Er 'a 6, E. 11s ii _ , .._„______ ....„.._, ._ 0 , II _ _ i___, ___, __, ,___ ,, _ , , i „_..) .___,,,..,.„,[ 1 1 I 1I J . GREEN M O U N TSI I N PROJECT: PLH - 2127 IOW 3/20/2018 AMA structural engineering DATER� d _ BY: _ 18116 F-3 JOB NO: SHEET „M....... ... .... FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf 1 I 0 1 l I 1 J �I1 lil I 1 r / O p� H 1 . I f i 3C3 11.1 I y 1 i I _ I J y 4.11111111, I 1. I. l ) J GPS ° � � p0°� — 1- 1 0 6x12 • GREEN MOUNTh' N PROJECT: PLH - 2127 3/20/2018 AMA structural engineering DDATE: _a,r BY: JOB NO: 18116 SHEET: F-4 FRAMING O640p1f ROOF 4x12 v V V V V A A 6' 1945 1945 Ill300pIf FLOOR 3.5 x 13.5 GL VV V V v +100pIf WALL IL A 12.5' 2564 2564 41) 425p1f FLOOR 480p1f ROOF 3.5 x 13.5 GL v V V V v +100p1f WALL A 10.5' L\ 5330 5330 3 440pif ROOF 4x12 � V V V Q 8' 1793 1793 41) 700p I f FLOOR 4x8 �f V V X +10 /� 0p1f WALL 4' 1611 1611 it Project: page Green Mountain Location: 1 +, ; mob. Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:27:46 AM Section Adequate By: 126.7% F-5 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3282 Dead Load 0.01 in Total Load 0.03 IN L/2531 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1500 lb 1500 lb Dead Load 445 lb 445 lb Total Load 1945 lb 1945 lb Bearing Length 0.89 in 0.89 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 • Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 500 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 648 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: 2918 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1945 lb 11 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: 32.56 in3 73.83 in3 Area(Shear): 14.09 in2 39.38 in2 Moment of Inertia(deflection): 30.37 in4 415.28 in4 Moment: 2918 ft-lb 6615 ft-lb Shear: 1945 lb 5434 lb NOTES Project: .F. i page .. ,Green Mountain Location: 2 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:30:03 AM Section Adequate By: 165.4% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1176 Dead Load 0.05 in Total Load 0.17 IN L/860 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1875 lb 1875 lb Dead Load 689 lb 689 lb Total Load 2564 lb 2564 lb Bearing Length 1.13 in 1.13 in w BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.05 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 410 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc- = 650 psi Fc---'= 650 psi Controlling Moment: 8013 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2564 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: 40.06 in3 106.31 in3 Area(Shear): 14.51 in2 47.25 in2 Moment of Inertia(deflection): 219.69 in4 717.61 in4 Moment: 8013 ft-lb 21263 ft-lb Shear: 2564 lb 8348 lb NOTES Project: ;'. page :.,Green Mountain Location:3 �'# Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 5/1/2018 1:25:56 PM Section Adequate By: 52.0% F-7 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/744 Dead Load 0.05 in Total Load 0.21 IN L/586 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4200 lb 4200 lb Dead Load 1130 lb 1130 lb Total Load 5330 lb 5330 lb Bearing Length 2.34 in 2.34 in BEAM DATA Center w Span Length 10.5 ft __ Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.07 Uniform Live Load 800 plf Notch Depth 0.00 Uniform Dead Load 205 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1015 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc--i-'= 650 psi Controlling Moment: 13991 ft-lb 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5330 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: 69.96 in3 106.31 in3 Area(Shear): 30.17 in2 47.25 in2 Moment of Inertia(deflection): 347.23 in4 717.61 in4 Moment: 13991 ft-lb 21263 ft-lb Shear: 5330 lb 8348 lb NOTES page Project: " 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 3/27/2018 10:58:11 AM Section Adequate By: 84.4% F-8 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2308 Dead Load 0.02 in Total Load 0.06 IN L/1544 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 593 lb 593 lb Total Load 1793 lb 1793 lb Bearing Length 0.82 in 0.82 in w 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 300 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 448 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.1toGrain: Fc---= 625 psi Fc--L'= 625 psi Controlling Moment: 3587 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: 1793 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: 40.03 in3 73.83 in3 Area(Shear): 13 in2 39.38 in2 Moment of Inertia(deflection): 48.42 in4 415.28 in4 Moment: 3587 ft-lb 6615 ft-lb Shear: 1793 lb 5434 lb NOTES rOject: `. ' page i' sk‘ Green Mountain Location:5 v Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:58:59 AM Section Adequate By: 75.3% F-9 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2117 Dead Load 0.00 in Total Load 0.03 IN L/1840 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 211 lb 211 lb Total Load 1611 lb 1611 lb Bearing Length 0.74 in 0.74 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 700 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress. Fb= 850 psi Fb'= 1105 psi Total Uniform Load 805 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 1611 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: 1611 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: 17.49 in3 30.66 in3 Area(Shear): 13.42 in2 25.38 in2 Moment of Inertia(deflection): 18.9 in4 111.15 in4 Moment: 1611 ft-lb 2823 ft-lb Shear: 1611 lb 3045 lb NOTES 4 GREEN MOUNTAIN PROJECT: PLH - 2127 111110 AMA structural engineering DATE: 3/20/2018 BY: JOB NO: 18116 SHEET: F-10 FRAMING FOUNDATION LOADS g�5 1 gp`5 1 ii /II Ii,. i' ,� o° Ili 7.�ii �Dc 24X2.' X12 I� IIS 10) ,�01 `Lti vii fkl6g 2X32X12 1' O X24,' O I, CO ii k ii iII O 1..1 riii g � � 24X24X12 hi I_ I. r, • GP I-I 24X24X12 l ©3CAR I GREEN MOUNTAIN PROJECT: PLH - 2127 II"' DATE: 3/20/2018 ffiBY AMA structural engineering �...� 18116 F-11 JOB NO: SHEET: FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500.psf (assummed) continuous foundation footing 16 inches wide with a 8 inch stem that is 16 inches tall. total engaged area Allowed Load A:= (16•in + 8-in + 16-in)•16•in A = 4.4 ft2 I Al lowed Load SBP•A = 6666.7 lb MIEN in. Individual Footings: Size Area Capacity 18" diameter A:= 9•in•9-in-3.14 Pall 1500•psf•A Pall = 2649.4 lb 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 36x36" A:= 36-in-36•in Pall 1500•psf-A Pall = 135001b 48"x48" A:= 48•in-48•in Pall 1500•psf-A Pall = 24000 lb Continuous Footings: 12 inch wide: Capacity 1500 psfX 12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf