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Specifications • MS--r. -0\c — CJOX-)2 C. 1 / )NcA.\0IIIL - -kNa ScSt.' III t4 DECEP 4 2018 GREEN MOUNTPION , . c it v ol,'T \ii structural engineering BUILDING Li"VSiT; STRUCTURAL CALCULATIONS for Sage Plan Willow Brook, Lot 22 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 .00PRop$,v-- s• ds. frra 70 tip otsiNE '', !Li 1 19 I. OREGON 04. 14, 114. 17 \9j4 cf. lit*, At4r0. Expires: December 31,2019 Project Number: 17430 July 19, 2018 Index Structural Information Lateral Analysis L-1 thru L-14 Framing Analysis F-1 thru F-22 ri greenmountainse corn-infoggreenmountainse corn-4857 NW Lake Rd .Suite 260,Camas,WA 98607 GREEN MOUNTAIN 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 MOUNTAIN PLH Sage PROJECT: rr structural engineering DATE: 10/18/2017 BY: AMA JOB NO: SHEET: L-1 LATERAL 17430.,.� �.�.w ��. . �.,W�... 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 St mapped spectral acceleration for St:= 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 := 1.5 Site Class D SM5:= 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—•SM5 SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 5D1:= 3•SM1 SD1 = 0.41 1.2•SD5 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 GREEN M O U N T n I N PROJECT: PLH Sage IOW 17 structural engineering DATE: 10/18/2020r BY AMA JOB NO: 17430 SHEET: L-2 LATERAL w..awv n..r ....r.�...�m SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 ;' 7.4 psf psf Wind base IIII —4- Shear Length L:= 55•ft Height Ht := 27•ft WIND := L•Ht•(11•psf + 7.4.psf) WIND = 27324 lb SEISMIC //\ Fr / ,lroof\ F2 Wfloor i 4klaval I e ism is ease Shear- Ar„f := 55 ft 40 ft Aroof = 2200ft2 Afloor 55-ft-40-ft Afloor = 2200ft2 Wwalls 2.18•ft•40•ft Wwalls = 144°ft2 SEISMIC:= (Aroof'15•psf + Afloor•10•psf + Wwalls-10•psf)•0.123 SEISMIC= 8536.2 lb WIND GOVERNS DESIGN r GREEN MOUNT IN PROJECT:%V PLHSage 10/18/2017 AMA structural engineering DATE: ,_m � BY: - JOB NO: 17430 SHEET: L-3 LATERAL • .. . WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q,:= .00256•KZ•KA.•Kd•V2-I EXPOSURE B WIND SPEED( 3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kit := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' K,:= 0.57 qz:= .00256•KZ•KZt•Kd-V3s2-I q2= 24.31 (van e s/height) 15'-20' K,:= 0.62 q2:= .00256•KZ•KZt-Kd•V352•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:= qZ•G•CP G:= 0.85 Gust factor CP pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.31•psf.0.85-0.8 PW= 9.92 psf LEEWARD Pi_:= 0.6-24.31-psf•0.85.0.5 PL = 6.2 psf 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 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 MOUNTAIN PROJECT: PLH Sage 10/18/2017 AMA le structural engineering DATE: BY: JOB NO: 17430 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-07_' 4.31 8.51 Assume Psf \ ' Psf Cp--O.G 8 := 35 \ ?.t\ 8ft '` ` 7 10.79 1 psf / • 8ft 6.74 psf 9.92 PO ft windward leeward Loads at F , , Windward 4.31-psf•8•ft= 34.48 plf Leeward 8.61•psf•8•ft= 68.88 plf Wall loads at upper level at lower level Windward 10.79•psf•4•ft=43.16plf 9.92•psf•9•ft.= 89.28plf Leeward 6.74•psf•4•ft= 26.96plf 6.74•psf•9•ft= 60.66plf II GREEN M O U N T IN I N PROJECT: PLH Sage 144 10/18/2017 AMA structural engineering DATE BY: JOB NO: 17430 SHEET: L-5 LATERAL WIND ON ROOF 173 70 70 Wavg=142pif V r N \ - I M=60(12)2/2 M =43201b co // o c\J 00 II ek GREEN M O U N T IN I N PROJECT: ' Sage 10/18/2017 AMA ilkiri, structural engineering DATE: BY: 9� 9 JOB NO: 1743 SHEET: L_6 LATERAL WIND ON UPPER LEVEL 0 0 Do CO N N W= 1 50p1f `' 1708 I K a_ 0 IIL___, I I < < 2492 GREEN M O U N T A I N PROJECT: PLH Sage lig, structural engineering DATE: 10/18/2017 BY: AMA JOB NO: 17430 SHEET: L-7 LATERAL WIND ON MAIN LEVEL M=43201b T=C=4320=4321b L r iIl TM r-- , CI 4800 I ' J� == b I T 1 ! I N I i f 4125 I � 1 1 . n L, 1 1 __ a 4096 GREEN MOUNTAIN PROJECT: PLH Sage DATE: 10/18/2017 BY AMA structural engineering JOB NO: 17430 SHEET L 8 LATERAL Am..�..HI., SHEAR WALL DESIGN dl f dl Wdl f- p (\ P:= wind V:= seismic h R=Hol down Force eased on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7E Overturning Moment: Mat := P•h (L)2 Resisting Moment: Mr:= 0.6•(Wdi + WwaI I) + 0.6 Pa•L Mot — Mr Holdown Force R L GREEN MOUNTI NPLH Sage PROJECT: 1110 structural engineering DATE: 10/1$/2017 BY AMA JOB NO: 17430 SHEET: L"g LATE RAL Shear Walls at Right Elevation Upper Level Wind Force P:= 2840•Ib P= 28401b Length of wall L:= 4•ft + 9ft+ 5ft L= 18ft P Shearv:= — v= 157.78pIf B L 4 Overturning Mot := P•8.ft.— Mot = 5048.89lb.ft Moment 18 (4.ft)2 Resisting Mr := 0.6•(15•psf•6•ft+ 10•psf•84t)• + 400•Ib•4•ft 2 Moment Mr = 2416 lb•ft Mot — Mr Holdown = 658.22 lb Force 4 ft Main Level Wind Force P:= 6740-lb P= 67401b Length of wall L:= 3•ft+ 7ft+ 3ft+ 6ft+ 9ft+ 2.5ft L= 30.5ft P Shearv:= — v= 220.98 plf B L 3 Overturning Mot:= P•9•ft• Mot = 5966.56 Ib•ft Moment 30.5 (3.ft)2 Resisting Mr:= 0.6•(15•psf•6•ft+ 10•psf•18•ft)• + 600•lb•3•ft Moment 2 Mr = 2529 lb-ft Holdown Mot — Mr Force = 1145.85 lb 3-ft GREEN M O U N T h I M PROD EcI LH sage �_ m . . >< structural engineering DATE: 10/18/2017 �.� BY: AMA JOB NO: 17430 SHEET: L-10 LATERAL _.n ._ .._�_ .� . Rear Elevation Upper Level Wind Force P:= 1708•Ib P= 17081b Length of wall L:= 11-ft•2 L= 22ft P Shear v:= — v= 77.64p1f A L 11 Overturning Mot := P 8•ft 22 Mot = 6832 lb-ft Moment (11•ft)2 Resisting Mr:= 0.6•(15•psf-6•ft+ 10.psf•8•ft)• + 400 lb•11•ft Moment 2 Mr= 10571 lb-ft Mot — Mr Holdown =—339.91 lb Force 11.ft Main Level Wind Force P:= 4800•Ib P=48001b Length of wall L:- 5-ft+ 12ft L= 17ft P Shear v:= — v= 282.35 plf C L 5 Overturning Mot P'9' t— Mot = 12705.88 lb-ft Moment 17 (5'ft)2 Resisting Mr:= 0.6•(15•psf•6•ft+ 10psf•9ft)• 2 + 600 Ib•5•ft Moment Mr =4350 Ib•ft Holdown Mot — Mr Force = 1671.18 lb HTT4 5-ft GREEN MOUI`IT�1IM PROJECT: PLHSage IIIW structural engineering DATE: 10/18/2017 BY: AMA Na JOB NO: 17430 SHEET L-11 LATERAL m. . . .�.a _,.. Shear Walls at Left Elevation Upper Level Wind Force P:= 2840•Ib P= 28401b Length of wall L:= 3•ft+ 16ft L= 19ft P Shear v:_ — v= 149.47 pIf A L 3 Overturning Mot := P•8•ft•19 Mot = 3587.37lb•ft Moment (3 ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• 2 + 400•Ib•3•ft Moment Mr = 1497lb-ft Mot — Mr Holdown = 696.79 lb Force 3.ft Main Level Wind Force P:= 67401b P= 67401b Length of wall L:= 4•ft+ 18ft+ 20ft. L=42ft F' Shear v:= L v= 160.48 plf B 4 Mot = 51/1.14Ib•ft Overturning Mot := P•9.ft.42 Moment (4-ft)2 Resisting Mr:= 0.6•(15•psf•2-ft+ 10•psf•17•ft)- 2 + 600•Ib•4•ft Moment Mr = 3360 lb-ft Holdown Mot — Mr =604.29 lb Force 4•ft GREEN 1410UNThIN PROJECT: PLH Sage DATE: 10/18/2017 BY: AMA structural engineering .ta .r, JOB NO: 17430 SHEET: L-12 LATERAL -� . . ,� , Shear Walls at Front Elevation Upper Level Wind Force P:= 24921b P= 2492 lb Length of wall L:= 5•ft+ 4ft+ 3ft+ 6ft+ 4ft+ 4ft L= 26ft P Shear v:_ — v= 95.85 plf A L 4 Overturning Mot := P•8•ft 26 Mot = 3067.08lb•ft Moment (4-ft)2 Resisting Mr:= 0.6.(15•psf•3•ft+ 10•psf-8•ft). 2 + 400•Ib-4•ft Moment Mr = 2200lb•ft Mot - Mr Holdown = 216.77 lb Force 4 ft Main Level - 2 car(worst case) Wind Force P:= 4096.lb P=4096 Ib Length of wall L:= 2•ft•4 L= 8ft P Shear v:= — v= 512p1f D L 2 Overturning Mot := P•8-ft— Mot = 8192lb•ft Moment (2•ft)2 Resisting Mr:= 0.6•(10•psf•9•ft+ 10•psf-17•ft)• 2 + 600 lb-2•ft Moment Mr = 1512lb•ft Mot - Mr Holdown = 3340 lb HTT4 / STHD14 2•ft Force G PLHSage PROJECT: DATE:Ile 10/1$/2017 BY AMA structural engineering JOB NO: 17430 SHEET: L-13 LATERAL . . ....._ --- Shear Wal Is at Rear Garage Walls Main Level Wind Force P:= 4125Ib P=4125 lb Length of wall L:= 9•ft.+ 9ft+ 4ft L= 22ft P B Shear v:= — v= 187.5 plf L 4 Overturning Mot:= P•9•ft•— Mot = 6750lb•ft Moment 22 (4•ft)2 Resisting Mr:= 0.6•(15•psf•6•ft+ 10•psf•18•ft)• 2 + 400•Ib•4.ft Moment Mr = 2896Ib•ft. Mot — Mr Holdown = 963.5 lb Force 4•ft GREEN M O U N TSI I N PROJECT: PLH Sage %V DATE: 10/18/2017 BY AMA structural engineering a . JOB NO: 17430 SHEET: L-14 LATERAL .. .u.. G CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE V35 := 140.mph Exp.B P:= gh•[(GCPf) — (GCP)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 KZC := 1.0 Kd:= 0.85 V:= 140 I:= 1.0 qh :_ .00256•KZ•KZt•Kd-V2•I qh = 29.85 psf G•CPf From Fig 28.4-1 0 := 25 GCPf := —0.61 := 0.18 GCP; 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 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 10ft•14•ft At = 140ft2 UPLIFT U := At•W U =—974.4 lb USE(2) Simpson H2.5A's GREEN MO U N Th I N PROJECT: PLH Sage 11111, structural engineering DATE: 10/18/2017 }. _ BY: AMA JOB NO: 17430 SH ET: L-15 LATERAL M_ r_wr_„v �..�,. 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 Fp,:= 0.7.0.4-SDS•I•wpxFpx := 0.2•wPx WDL := 15•psf = W•w 0.2 w =60 If W20•ft w seismic ••— DL' seismic p L:= 50-ft w— seismic force 7/8” PLY / '/ '/ \ 10 D NAILS ,_ 6" EDGES �� � --- 12"FIELD NIL Wseismic•2 1 lw V:_ 4, . _ �[ h W 1 T. v=75plf / / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM Vallowed 215•plf > v=75 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 75 plf A:= (1.5•in)•(5.5•in) Area of chord cross section L= 50 ft E:= 1400000•psi Modulus of elasticity of chords lb W = 20 ft GA:= 8.5 (Table 4.2C) in EAcx:= 2•[0.03125•(16•in + 32-in + 32-in + 16-in)] E4cx = 6in Breyer CH. 9.8 5 v•L3 din' 0.25•v•L (Eopx)ft 0 :_ — + + A = 0.286 in �8•E•A•W./ vftp 1000-GA 2•W • GREEN M O U N TSI I N PROJECT: PLH Sage IOW DATE: 10/18/2017 BY: AMA structural engineering �� .,. JOB NO: 17430 SHEET: F-1 FRAMING _ . _ _. . , �...n ROOF LOADS Wd = 15psf WI = 25psf ROOF OPT. A /" I /i a/ O N / 7S\, 400p1f 1 s?8 R X I 11 ! 1 I 196, ��`�I 1000pIf 7./96, ti501 I \ \\\ y I g 1 �°�� ��\1 \\ i 440p1f — — _7 250p1f 1 \ _ 1 7 7 D GREEN MOUNTS INPLHSage PROJECT: 10/18/2017 AMA structural engineering DATE: _, ,M ..n. BY JOB NO: 17430 SHEET: F-1A FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF OPT. B I j � 1 1 i y00 56OPIf :) 6��� / \ \\._ / 1 yr GREEN MOUNTIIIN PROJECT: PLH Sage %Iir SATE: 10/18/2017 AMA .� .� structural engineering BY: JOB NO 17430 SHEET F-1B FRAMING ..� �.__. . ROOF LOADS Wd = 15psf WI = 25psf ROOF OPT. C IN 1 H I 1 1 O� oo j 'j/ 56Opif ' •� \ \\\ •/ I I I 1 � I I i ' I rsc,.. �✓ ��0 —- _. .: 60pif 1 I ❑ ❑ GREEN M O U N T h I N PROJECT PLH Sage 01J 11le structural engineering DATE: 10/18/201 BY AMA JOB NO: 1743 SHEET: FRAMING F-2._._V. N,n TRACK ROOF LOADS ROOF OPT. Ai b` `Lb01 it i_l moo 11 - ��° Sl ,,,, 7, o ,[___Th ,,,K6 L , ROOF OPT. B 1 1-13 :Li 0 Y I I it a II ROOF OPT. C M PLHSaIII' GREEN MOUNThIN PROJECT: Sage 10/18/2017 structural engineering JOB NO: 1 �x..rsHEETY IOW TE: BY 7430 F-3 FRAMING 2849 2276 @1' @3' 4x12 A 4' 2722 2436 2849 2276 @2' @4' ID4x12 A 6' 2683 2492 111 Project: %, page .Green Mountain Location:A rt ,• ' Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 INx11.25INx4.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/8/2017 2:03:03 PM Section Adequate By: 99.6% F-4 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5034 Dead Load 0.00 in Total Load 0.01 IN L/3905 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 2000 lb 2000 lb Dead Load 722 lb 436 lb Total Load 2722 lb 2436 lb 1 2 Bearing Length 1.24 in 1.11 in BEAM DATA Center ..... Span Length 4 ft Unbraced Length-Top 0 ft aft Unbraced Length-Bottom 4 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 Load Number One Two Cd=1.15 Live Load 2000 lb 2000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 849 lb 276 lb Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 1 ft 3 ft Controlling Moment: 2718 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2722 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: 30.34 in3 73.83 in3 Area(Shear): 19.73 in2 39.38 in2 Moment of Inertia(deflection): 19.8 in4 415.28 in4 Moment: 2718 ft-lb 6615 ft-lb Shear: 2722 lb 5434 lb NOTES Project: ` page 111 Green Mountain Location: B +� Green Mountain SE Mulfi-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 11/8/2017 2:02:32 PM Section Adequate By:23.8% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1806 Dead Load 0.01 in Total Load 0.05 IN L/1399 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 2000 lb 2000 lb Dead Load 683 lb 492 lb Total Load 2683 lb 2492 lb 1 2 Bearing Length 1.23 in 1.14 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6ft Unbraced Length-Bottom 6 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 Load Number One Two Cd=1.15 Live Load 2000 lb 2000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 849 lb 276 lb Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Location 2 ft 4 ft Controlling Moment: 5342 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2683 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: 59.62 in3 73.83 in3 Area(Shear): 19.44 in2 39.38 in2 Moment of Inertia(deflection): 55.19 in4 415.28 in4 Moment: 5342 ft-lb 6615 ft-lb Shear: 2683 lb 5434 lb NOTES GREEN M O U N TM I N PROJECT: PLH Sage 1O 8/2O17 AMA 111110 structural engineering DATE: BY; JOB N0: 17430 SHEET: F-6 FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf u L 0 ,58 S�8 -_-—,, ._--. . i 7L__t=f I T:Fri 07,96 of I 1 1 N - I- I A i 104 II O 0 0 6� c�� �„OAi '5 - 6 1r(es I — -it- et-1 GREEN MOUNTAIN PROJECT: PLH Sage IOW AMA structural engineering DATE: 10/18/2017 " BY: JOB NO: 17430 SHEET: F-7 FRAMING 3661 @8.5' O =mom= 100pif FLOOR 1.75 x 11.875 LVL A 10' 1079 3642 3642 1816 @4.5' @8.5' 410 600p1f ROOF V 250pIf FLOOR 5.5 x 19.5 GL L��( V V V Q 200pIf LOWER ROOF 19.5' +100pIf WALL 11277 11960 11277 @7.5' © 160pIf ROOF +100p1f WALL 5.5 x 18 GL � ��� 16' 8774 8007 411 440 If ROOF 4x10 V V V V v p U8' A 1788 1788 411 250 If ROOF 3.5 x 12 GL QV V V X p 16' 2073 2073 6892 0@11' milno am 100pif FLOOR 3.5 x 11.875 LVL A A 12' 12476990 eh , GREEN MOUNTAIN PROJECT: PLH Sage 11110 10/18 structural en�ineeriny DATEau�_r, /2017 BY: AMA JOB N0: 17430 SHEET: F-8 FRAMING 6990 @5.5 +100p1f O WALL ill1=11.11111300plf FLOOR A 5.5 X 11.875 LVL 10.5' 5118 5713 3928 @6' g 111111M1=11111 40 plf R OOplf WALLO3.5 X 11.875 LVL 8' 3030 4994 4003 @10 5' 0 V 1000pIf ROOF 9 400p1f FLOOR 7 x 11.875 LVL �/ V V V +100p1f WALL /� 14' 11233 10609 06' 400p1f FLOOR CD V 1000pIf-R CW +100p1f WALL 5.5 x 11.875 LVL V V V V U U 10' 9713 8342 836 @4' 240pIf ROOF 6x12 @16' nom 12' A 4x12 @12' 1812 OR 2114 16' Project: '* page Green Mountain / Location: 1 �`� � Green Mountain SE Multi-Loaded Multi-Span Beam of w..._ [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 10.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:05:00 AM Section Adequate By: 8.4% F-9 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1202 Dead Load 0.07 in Total Load 0.17 IN L/712 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 675 lb 2075 lb Dead Load 404 lb 1567 lb Total Load 1079 lb 3642 lb Bearing Length 0.82 in 2.77 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 75 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 25 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 106 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Live Load 2000 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1661 lb Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 8.5 ft Controlling Moment: 5344 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.5 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 0 plf Controlling Shear: -3642 lb Left Dead Load 250 plf At right support of span 2(Center Span) Right Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 0 ft Section Modulus: 20.66 in3 41.13 in3 Load Length 0 ft Area(Shear): 19.17 in2 20.78 in2 Moment of Inertia(deflection): 61.71 in4 244.21 in4 Moment: 5344 ft-lb 10638 ft-lb Shear: -3642 lb 3948 lb NOTES page Project: -= Green Mountain Location:2 ; Green Mountain SE Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] • x l'6 5.51N x 19.5IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 11/8/2017 2:10:07 PM Section Adequate By:25.3% F-10 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.47 IN L/496 Dead Load 0.21 in Total Load 0.68 IN L/346 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 1 REACTIONS A B Live Load 7554 lb 8746 lb 2 Dead Load 3723 lb 3214 lb Total Load 11277 lb 11960 lb TR1 Bearing Length 3.15 in 3.35 in w BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft19.5 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.31 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 573 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2630 psi Live Load 2000 lb 1000 lb Cd=1.15 Cv=0.95 Dead Load 1642 lb 816 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 4.5 ft 8.5 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--1-'= 650 psi Load Number One Left Live Load 500 plf Controlling Moment: 60955 ft-lb Left Dead Load 100 plf 9.36 Ft from left support of span 2(Center Span) Right Live Load 500 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf Controlling Shear: -11960 lb Load Start 8.5 ft 19.0 Ft from left support of span 2(Center Span) Load End 19.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11 ft Comparisons with required sections: Req'd Provided Section Modulus: 278.11 in3 348.56 in3 Area(Shear): 58.87 in2 107.25 in2 Moment of Inertia(deflection): 1768.14 in4 3398.48 in4 Moment: 60955 ft-lb 76397 ft-lb Shear: -11960 lb 21790 lb NOTES page Project: 0"Green Mountain Location: 3 :; Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 11/8/2017 2:12:06 PM Section Adequate By: 15.8% F-11 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/656 Dead Load 0.17 in Total Load 0.46 IN L/417 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 5530 lb 5030 lb Dead Load 3244 lb 2977 lb Total Load 8774 lb 8007 lb Bearing Length 2.45 in 2.24 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 CamberAdj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.25 Uniform Live Load 160 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 281 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2704 psi Live Load 8000 lb Cd=1.15 Cv=0.98 Shear Stress: Fv= 265 Dead Load 4277 lb psi Fv'= 305 psi Location 7.5 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 57775 ft-lb 7.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8774 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: 256.38 in3 297 in3 Area(Shear): 43.19 in2 99 in2 Moment of Inertia(deflection): 1153.88 in4 2673 in4 Moment: 57775 ft-lb 66930 ft-lb Shear: 8774 lb 20114 lb NOTES Project: "A page ,Green Mountain Location:4 v w" Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/8/2017 8:22:10 AM Section Adequate By: 18.7% F-12 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1283 Dead Load 0.04 in Total Load 0.11 IN L/861 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 588 lb 588 lb Total Load 1788 lb 1788 lb Bearing Length 0.82 in 0.82 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft aft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 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 Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 447 plf Cd=1.00 CF=1.20 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: 3575 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: -1788 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: 42.06 in3 49.91 in3 Area(Shear): 14.9 in2 32.38 in2 Moment of Inertia(deflection): 48.26 in4 230.84 in4 Moment: 3575 ft-lb 4242 ft-lb Shear: -1788 lb 3885 lb NOTES Project: •• 1 page Green Mountain Location: 5a��: ' Green Mountain SE •Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 11/8/2017 8:24:21 AM Section Adequate By: 102.6% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/591 Dead Load 0.10 in Total Load 0.42 IN L/456 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 473 lb 473 lb Total Load 2073 lb 2073 lb Bearing Length 0.91 in 0.91 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft — 16ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 259 plf Base Values Adjusted 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.1 to Grain: Fc--L= 650 psi Fc- -'= 650 psi Controlling Moment: 8291 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: 2073 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: 41.46 in3 84 in3 Area(Shear): 11.73 in2 42 in2 Moment of Inertia(deflection): 204.77 in4 504 in4 Moment: 8291 ft-lb 16800 ft-lb Shear: 2073 lb 7420 lb NOTES Project: NKr page • Green Mountain Location:6 +., Green Mountain SE / Multi Loaded Multi Span Beam of [2015 International Building Code(2015 NDS)] ,<"'";. 3.5 IN x 11.875 IN x 12.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:25:53 AM Section Adequate By: 13.0% F-14 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1241 Dead Load 0.05 in Total Load 0.16 IN L/878 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 867 lb 5033 lb Dead Load 380 lb 1957 lb Total Load 1247 lb 6990 lb Bearing Length 0.48 in 2.66 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 75 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 25 plf Base Values Adiusted Beam Self Weight 12 plf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 112 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Live Load 5000 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1892 lb Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi Location 11 ft Controlling Moment: 6933 ft-lb 10.92 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6990 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: 26.81 in3 82.26 in3 Area(Shear): 36.79 in2 41.56 in2 Moment of Inertia(deflection): 100.14 in4 488.41 in4 Moment: 6933 ft-lb 21275 ft-lb Shear: -6990 lb 7897 lb NOTES Proiect: ak. page ,Green Mountain Location:7 Green Mountain SE Mulfi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25INx11.875INx10.5FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:30:27 AM Section Adequate By: 58.2% F-15 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/679 Dead Load 0.08 in Total Load 0.27 IN L/473 Live Load Deflection Criteria: [1240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3520 lb 3955 lb Dead Load 1598 lb 1758 lb Total Load 5118 lb 5713 lb TRI Bearing Length 1.30 in 1.45 in w BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 3100 psi Fb'= 3569 psi Total Uniform Load 318 plf Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Load Number One Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 5000 lb Comp.1 to Grain: Fc- = 750 psi Fc- L'= 750 psi Dead Load 1990 lb Location 5.5 ft Controlling Moment: 23202 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.46 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 75 plf Controlling Shear: -5713 lb Left Dead Load 25 plf 10.0 Ft from left support of span 2(Center Span) Right Live Load 75 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 25 plf Load Start 5.5 ft Comparisons with required sections: Read Provided Load End 10.5 ft Section Modulus: 78.01 in3 123.39 in3 Load Length 5 ft Area(Shear): 26.15 in2 62.34 in2 Moment of Inertia(deflection). 278.57 in4 732.62 in4 Moment: 23202 ft-lb 36699 ft-lb Shear: -5713 lb 13622 lb NOTES Project: t `,..�, �� page ,Green Mountain Location:8 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.875 IN x 8.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:34:48 AM Section Adequate By: 58.1% F-16 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1247 Dead Load 0.02 in Total Load 0.10 IN L/963 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2350 lb 3850 lb Dead Load 680 lb 1144 lb Total Load 3030 lb 4994 lb Bearing Length 1.15 in 1.90 in BEAM DATA Center 11111111111111111111111.11111111111111111114 Span Length 8 ft Unbraced Length-Top 0 ft ÷ aft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 12 plf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 512 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Load Number One Live Load 3000 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 928 lb Comp.1 to Grain: Fc-1= 750 psi Fc--- = 750 psi Location 6 ft Controlling Moment: 8966 ft-lb 5.92 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4994 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: 34.67 in3 82.26 in3 Area(Shear): 26.29 in2 41.56 in2 Moment of Inertia(deflection): 140.97 in4 488.41 in4 Moment: 8966 ft-lb 21275 ft-lb Shear: -4994 lb 7897 lb NOTES a P.opct: , la Page Green Mountain Aaita Location:9 w: Green Mountain SE Multi Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 7.0 IN x 11.875 IN x 14.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:36:05 AM Section Adequate By: 18.2% F-17 Controlling Factor:Moment DEFLECTIONS Center ' LOADING DIAGRAM Live Load 0.57 IN L/297 Dead Load 0.18 in Total Load 0.75 IN L/224 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 8472 lb 8003 lb Dead Load 2761 lb 2606 lb Total Load 11233 lb 10609 lb TRI Bearing Length 2.14 in 2.02 in w BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 24 plf Bending Stress: Fb= 3100 psi Fb'= 3569 psi Total Uniform Load 524 plf Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Load Number One Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 3000 lb Comp.1 to Grain. Fc-1= 750 psi Fc-1'= 750 psi Dead Load 1003 lb Location 10.5 ft Controlling Moment: 41389 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.42 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 750 plf Controlling Shear: 11233 lb Left Dead Load 250 plf At left support of span 2 (Center Span) Right Live Load 750 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 250 plf Load Start 0 ft Comparisons with required sections: Rea'd Provided Load End 10.5 ft Section Modulus: 139.16 in3 164.52 in3 Load Length 10.5 ft Area(Shear): 51.41 in2 83.13 in2 Moment of Inertia(deflection): 788.87 in4 976.83 in4 Moment: 41389 ft-lb 48933 ft-lb Shear: 11233 lb 18163 lb NOTES a Project: . '" page Green Mountain Location: 10 • Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 14.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 11/8/2017 8:38:24 AM Section Adequate By: 18.0% F-18 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.54 IN L/311 Dead Load 0.21 in Total Load 0.75 IN L/224 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 7014 lb 5986 lb Dead Load 2699 lb 2356 lb Total Load 9713 lb 8342 lb TR4 Bearing Length 2.47 in 2.12 in w BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft -14 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 800 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 300 plf Base Values Adiusted Beam Self Weight 18 plf Bending Stress: Fb= 3100 psi Fb'= 3569 psi Total Uniform Load 1118 plf Cd=1.15 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 328 psi Load Number One Cd=1.15 Left Live Load 300 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Left Dead Load 100 plf Comp.1 to Grain: Fc- = 750 psi Fc- = 750 psi Right Live Load 300 plf Right Dead Load 100 plf Controlling Moment: 31110 ft-lb Load Start 0 ft 6.58 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 9713 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: 104.6 in3 123.39 in3 Area(Shear): 44.45 in2 62.34 in2 Moment of Inertia(deflection): 589.35 in4 732.62 in4 Moment: 31110 ft-lb 36699 ft-lb Shear: 9713 lb 13622 lb NOTES Page Project: Green Mountain / Location: 11 @ 12' 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 11/8/2017 8:44:36 AM Section Adequate By:27.0% F-19 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/989 Dead Load 0.05 in Total Load 0.20 IN L/722 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B 1 Live Load 867 lb 1233 lb Dead Load 381 lb 376 lb Total Load 1248 lb 1609 lb Bearing Length 0.57 in 0.74 in TR1 BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft12 it Unbraced Length-Bottom 12 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 500 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 336 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 4 ft Controlling Moment: 5211 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.52 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 200 plf Controlling Shear: -1609 lb Left Dead Load 40 plf At right support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf Load Start 4 ft Comparisons with required sections: Read Provided Load End 12 ft Section Modulus: 58.15 in3 73.83 in3 Load Length 8 ft Area(Shear). 11.66 in2 39.38 in2 Moment of Inertia(deflection): 103.52 in4 415.28 in4 Moment: 5211 ft-lb 6615 ft-lb Shear: -1609 lb 5434 lb NOTES s� Project: ?y- '„ 'i" page 1, Location: 11 @ 16' x � `,. Green Mountain 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 11/8/2017 8:44:58 AM Section Adequate By: 10.2% F-20 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/537 Dead Load 0.12 in Total Load 0.48 IN L/400 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1275 lb 1625 lb Dead Load 537 lb 489 lb Total Load 1812 lb 2114 lb Bearing Length 0.53 in 0.62 in TR1 BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 ft Unbraced Length-Bottom 16 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 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 13 plf Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 196 psi Load Number One Cd=1.15 Live Load 500 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 336 lb Comp.1 to Grain: Fc---= 625 psi Fc--- = 625 psi Location 4 ft Controlling Moment: 8828 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.68 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 200 plf Controlling Shear: -2114 lb Left Dead Load 40 plf At right support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf Load Start 4 ft Comparisons with required sections: Read Provided Load End 16 ft Section Modulus_ 105.28 in3 116.02 in3 Load Length 12 ft Area(Shear): 16.22 in2 61.88 in2 Moment of Inertia(deflection): 293.58 in4 652.59 in4 Moment: 8828 ft-lb 9728 ft-lb Shear: -2114 lb 8064 lb NOTES i `, GREEN MOUNTMIN PROJECT: PLHSage 1111110 structural engineering DATE: 10/18/2017 BY: AMA JOB NO: 17430 SHEET: F-21 FRAMING FOUNDATION LOADS sem" f -= o in fn .;l 1 Ili I , II \u1e-I Ili Ili - gill I- I' , 1 III I_ I c ill II .-! .� li I 36X 6X12 28X 8X12�� 36 it 6X12 II 124X24X12 : 6p0 �p0 17, OX3OX12 I^' Vl 17+ 1. _ ii 1 u�ILFL I11�k�1 7796 6p�� �i 1`�@P 32X32X12 f 24X24X12@B 36X36X12@A&C 24X24X1 2 (NO FTG REQ'D @ A&C) 72 p0� P, 44X44X12@B - 28X28X12 - LSI it t e GREEN MOUNThINPLHSage PROJECT: 1111W structural engineering DATE: 10/18/2017 AMA w. a BY. � .- JOB NO: 1743 SHEET: F-22 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 + Sin + 16•in)•16•in A= 4.4 ft2 / . / \ , 1 Allowed Load SBP•A= 6666.7 lb / in. Individual Footings: Size Area Capacity 18" diameter A:= 9-in•9•in•3.14 Pall := 1500-psf•A Pall = 2649.41b 24x24" A:= 24-in•24•in Pall 1500•psf•A Pall = 6000 lb 28"x28" A:= 28•in•28•in Pail := 1500•psf•A Pall = 8166.7 lb 36'x36" A:= 36-in•36•in Pall 1500•psf•A Pail = 13500 lb 48"x48" A:= 48•in•48-in Pall 1500.psf-A Pail = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf