Loading...
Specifications (13) GREEN tOUNTIMN structural engineering OCTDD 292018 CITY OF Al r STRUCTURAL CALCULATIONS for Milvio Plan Willow Brook, Lot 20 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 00 4 *GIN ft. PR's' 19 P 4 OREGO /42,At. 17.\ SP 47, ANO- Expires: December 31,2019 Project Number: 17512 July 19, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 Framing Analysis F-1 thru F-21 greenrnountainse corn -info©cgreennout tainse corn -4857 NW Lake Rd Suite 260,Carnas. WA 98607 GREEN MOUNTMNIN 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 N 1 GREEN MOUNTAIN PROJECT: PLH - Milvio 2687 12/18/2017 AMA iihr structural engineering DATE; BY: JOB NO: 17512 SHEET: L i 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.Sips (Eq.12.1411 with F=12) V:= •W Ss mapped spectral acceleration for SS := 1.00 short periods(Sec.11.4.1) from USGS web site mapped spectral acceleration for S� := 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 SM5:= Fa•Ss SM5=1.1 (Eq.11.4-1) SM1 := Fv•S S = 0.61 (E9.11.4-2) 1 M1 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 SD1•= 3 5M1 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-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 A GREEN M O U N T h I N PROJECT: PLH - Milvio 2687 low12/18/2017 AMA structural engineering DATE: BY: JOB NO: 17512 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND I I 'moi > 7.4 psf p .f th ` d base :hear Length L:= 50•ft Height Ht := 32.5-ft WIND := L•Ht-(11•psf+ 7.4•psf) WIND =29900 lb SEISMIC • F r / I J roof F2 oor elsmkc WWII ase. Shear Aroof 50.ft•38•ft Aroof =1900 ft2 Afloor 50-ft 38•ft Afloor =1900 ft2 Wwalls 4.18•ft.50.ft Wwalls = 3600ft2 SEISMIC:_ (Aroof•15 psf+ Afloor•10•psf+ Wwalls•10•psf)•0.123 SEISMIC=10270.5 lb WIND GOVERNS DESIGN GREEN M O U N T h I N PROJECT: PLH - Milvio 2687 12/18/2017 AMA structural engineering DATE: BY: ..•-.=Fm. re JOB NO: 17512 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q,:= .00256-KZ•Krt-Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Krt := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256.KZ-Krt•Kd V352-I qZ=24.31 (vanes/height) 15'-20' KZ:= 0.62 qZ:= .00256 Kr.KZt•Kd•V3s2 1 qZ=26.44 20'-25' KZ:= 0.66 qZ:= .00256•KZ•KZt•Kd•V3s2•I qZ=28.15 25'-30' KZ:= 0.70 qZ:_ .00256•Kr.Krt.•Kd•V3s2•I qZ=29.85 WIND PRESSURE P:= qZ•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 P„,:= 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„,=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 P,v=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 PL =8.61 psf GREEN M O U N T h I N PROJECT: PLH - Milvio 2687 12/18/2017ilkAMA structural engineering DATE: BY: JOB NO: 17512 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-0 Ji r_ ' `. 8,61 Assume 4.31 } psfpsf x•' / . \ J Cp_-0-6 0 := 35 ', F 14 ft \. / `, . 10.79 f psf 6.74 psf 9.92 psf windward leeward roof-ave. Loads at Roof upper roof- max Windward 4.31•psf•14-ft=60.34plf 4.31 psf•7 ft=30.17p1f Leeward 8.61•psf•14•ft=120.54 plf 8.61 psf 7 ft=60.27 plf Wall loads at upper level at lower level Windward 10.79•psf•4-ft=43.16 plf 9.92-psf•9.ft=89.28plf Leeward 6.74-psf•4•ft=26.96plf 6.74-psf•9•ft= 60.66 plf GREEN MOUNThIN PROJECT: PLH - Milvio 2687 UP structural engineering DATE: 12/18/2017 : AMA 17512 L-5 SHEET: LATERAL JOB NO: __— WIND ON ROOF 251 70 . . 70 v. . v v Wavg=165p1f v \ M=65(12)2/2=4680Ib 1 \N/ In — CD I ' 1 ' > I I 0 f`-• _ ,1 1 \ 1 \ , I \ c \ I / I I / \ / 1 I in W=150plf I \ I I I < I 1 i 1 [ 1 I I , / 1 1 1 (1) 1 1 , 1 II1 i i '1 1 L -7 ---- -----'1 I -. '---- 1 , I 1 +1 1 GREEN M O U N T I I N PROJECT: PLH - Milvio 2687 IOW structural engineering DATE: 12/18/2017 BY: AMA JOB NO: 17512 SHEET: -6 LATERAL 75 ,., WIND ON UPPER LEVEL in � W=150pIf v� v 3784 < i II Xi -,..,, 1 F[IIL1 II III 1- 11 K 11 [I � - i Q I in tJ ain � � I I 0 , �0 '; 1Ii II < I' 1 I IT -.-.- I 1 1 `--_ < <3784 i N PLH - GREEN MOUNThIN PROJECT: M11vio2687 structural engineering DATE: 12/18/2017 BY:,, AMA M JOB NO: 17512 SHEET: 1--7 LATE RAL WIND ON MAIN LEVEL 11111 M=46801b Tlli C T=468°=468Ib j 6364> 1 III 1 Ii DW ME i I 11 ^ en 1IL I I j 1 11 i II co - \ 11 , 3750> 1IIi — 1 1 OPTIONAL 3RD-CAR t GARAGE(20'OR 30') II ----/I L-J I I - 'U 1 r- 1 11 1 1' ' --- - --- -- 11 1 5734 GREEN M O U N T n I N PROJECT: PLH - Mllvio 2687 12/18/2017 AMA %Iir structural engineering DATE: BY: JOB NO: 17512 SHEET: L-8 LATERAL SHEAR WALL DESIGN Pdl Pdl I Wdl { p (ti/�i P:= wind V:= seismic h R=HoI down V Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D+ 0,7•E Overturning Moment: Mot := P'h (L)2 Resisting Moment: Mr:= 0.6•(Wdl + Wwall� 2 + 0.6 Pdi L Mot — Mr Holdown Force R:_ L GREEN M O U N T n I N PROJECT: PLH - Milvio 2687 12/18/2o17 BY: AMA 10 structural engineering DATE: JOB NO: 17512 SHEET: L-9 LATERAL Shear Walls at Right Elevation Upper Level Wind Force P:= 3135•Ib P= 31351b Length of wall L:= 3•ft+ 13-ft+ 7ft+ 6ft L= 29ft P Shear v:= - v=108.1 plf A L 3 Overturning Mot:= P•8•ft 29 Mot =2594.48lb•ft Moment (3.ft)2 Resisting Mr:= .6•(15•psf•6•ft+ 10-psf•9•ft) 2 + .6•400•Ib•3•ft Mr=1206 lbft Moment Mot - Mr Holdown =462.83 lb Force 3.ft Main Level Wind Force P:= 6885.1b P= 68851b Length of wall L:= 4.ft+ 4•ft+ 11ft+ 14ft L= 33ft P Shear v:= - v= 208.64 p1f B L 11 Overturning Mot:= P•9•ft•3—3 Mot = 20655lb•ft Moment Resisting (11,ft)2 Moment Mr:= .6-(15•psf•6•ft+ 10•psf•19-ft)- 2 + .6.600•Ib•11.ft Mr=14124lb•ft Holdown Mot - Mr =593.73 lb Force 11-ft GREEN M O U N TIN I N PROJECT: PLH - Milvio 2687 IOW 12/18/2017 AMA structural engineering DATE: BY: JOB NO: 17512 SHEET: L-10 LATERAL Shear Wal Is at Left Elevation Upper Level Wind Force P:= 3135•Ib P= 3135lb Length of wall L:= 10ft+ 10ft+ 5.5ft L= 25.5 ft P Shear v:= — v=122.94 plf A 5.5 Overturning Mot := P•8•ft' Mot =5409.41 lb•ft Moment 25.5 Resisting (5.5•ft)2 Moment Mr:= .6-(15•psf•6-ft+ 10 psf•9.ft)• 2 + .6.400•Ib•5.5•ft Mr=2953.5 lb-ft Mot — Mr Holdown =116.53 Ib Force 5.5 ft Main Level Wind Force P:= 6885.1b P= 6885 Ib Length of wall L:= 21•ft+ 20-ft L=41ft Shear v:= — v=167.93plf $ 20 Overturning Mot := P•9•ft•— Mot =30226.831b ft Moment 41 Resisting (20•ft)2 Moment Mr:= .6•(15 psf•6-ft+ 10 psf-19.ft) 2 + .6-600-16-20-ft Mr=40800lb•ft Holdown Mot — Mr Force = 528.66 lb 20•ft GREEN M O U N T h I N PROJECT: PLH - Milvio 2687 .�r 12/18/2017DATE: BY. AMA structural engineering JOB NO: 75 SHEET: 1 12 L-11 LATERAL Shear Walls at Rear Elevation Upper Level Wind Force P:= 3784•Ib P= 3784Ib Length of wall L:= 4•ft+ 8-ft+ 16ft L=28ft P Shear v:= — v=135.14 plf A 4 Overturning Mot := P"8•ft•— Mot =4324.57 lb•ft Moment 28 (4.ft)2 Resisting Mr:= .6•(15•psf•6•ft+ 10•psf•9•ft)• + .6.400•Ib•4•ft. Moment 2 Mr=1824 lb•ft Mot — Mr Holdown =625.14 lb Force 4-ft Main Level Wind Force P:= 6364 lb P= 6364 Ib Length of wall L:= 3.5•ft•2+ 4•ft+ 5•ft L=16ft P Shear v:= — v=397.75pIf D 4 Overturning Mot := P•9"ft"— Mot =14319lb•ft Moment 16 Resisting (4•ft)2 Moment Mr:= .6 (15•psf•6•ft+ 10•psf•19•ft)• 2 + .6.600•Ib•4•ft Mr=2784Ib•ft Holdown Mot Mr Force =2883.75 lb HTT4 4.ft GREEN M O U N T h I N PROJECT: PL'H - M11V10 2687 12/18/2017 AMA structural engineering DATE: BY: JOB NO: 17512 SHEET: L-12 LATERAL Shear Walls at Front Elevation Upper Level Wind Force P:= 3784.1b P= 3784 lb Length of wall L:= 25•ft+ 2.5•ft+ 3.5•ft+ 3.5•ft L=12ft P Shear v:= — v=315.33 plf C L 3.5 Overturning Mot := P•8•ft•— Mot= 8829.33lb•ft Moment 12 Resisting (3.5•ft)2 Mr •6-(15.psf•6•ft+ 10•psf•9-ft)• 2 + .6.400•Ib•3.5-ft Moment Mr =1501.5 Ib•ft Mot — Mr Holdown = 2093.67 lb MSTC40 Force 3.5 ft Main Level (at 2 Car- most conservative) Wind Force P:= 5734lb P= 5734 Ib Length of wall L:= 3.5•ft•2+ 1.5•ft•2 L=10ft P Shear v:= — v=573.4 plf E & D L 3.5 Overturning Mot := P•9•ft•— Mot = 18062.1 Ib•ft Moment 10 Resisting (3.5•ft)2 Moment Mr := .6•(15•psf•6-ft+ 10-psf•9•ft)• 2 + .6.600-Ib•3.5•ft Mr=1921.5 lb•ft Mot — Mr Holdown =4611.6 lb HTT5 / STHD14 Force 3.5•ft at3car: L =13' V=441 plf D GREEN M O U N T n I N PROJECT: PLH - MilVio 2687 12/18/2017 AMA %I# structural engineering DATE: BY: JOB NO: 17512 SHEET: L-13 LATERAL Shear Walls at Rear Garage Wall CW 2 Car Garage Wind Force P:= 34801b P= 3480 Ib Length of wall L:= S ft+ 4ft L= 9ft P Shear v:= — v= 386.67 plf D 4 Overturning Mot := P•9•ft'—9 Mot=13920 lb-ft Moment 9 (4.ft)2 Resisting Mr := 0.6•(10•psf•18•ft+ 10psf-9ft) 2 + .6.600-lb-4.ft Moment Mr=2736lb•ft Mot — Mr Holdown =2796 lb HTT4 Force 4 ft Shear Walls at Rear Garage Wall g 3 Car Garage Wind Force P:= 34801b P=3480 lb Length of wall L:= 5•ft+ 4ft+ 12ft L=21ft P B Shear v:= — v=165.71 plf 4 Overturning Mot:= P•9•ft•— Mot =5965.71 lb•ft Moment 21 (4•ft)2 Resisting Mr:= 0.6•(10•psf-18•ft+ 10psf•aft)• + .6.600•Ib•4•ft Moment 2 Mr= 2736 l b•ft Mot — Mr Holdown =807.43Ib Force 4•-ft. A GREEN M O U N Th I N PROJECT: PLH - Milvio 2687 12/18/2017 AMA I" structural engineering DATE: BY: JOB NO: 17512 SHEET: -1 4 LATERAL CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS Vas := 140•mph Exp. B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh•[(GCpf) —(GCP,)] MEAN ROOF HT=30 ft(max) 0 := 26.6 KZ:= 0.70 Kn := 1.0 Kd:= 0.85 V:= 140 I := 1.0 qh := .00256•KZ•KZt•Kd•V2•I qh =29.85 psf GCPf FIG 28.4 1 0 := 20 GCpf := —0.69 (Zone 3E) 0 := 30 GCPf := —0.53 (Zone 3E) 0 := 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 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.20 ft: TRIBUTARY AREA At:= 10•ft•19•ft A =190ft2 UPLIFT U := At•W U =—1322.4 lb USE(2) Simpson MTS20 Straps b. 14 ft: TRIBUTARY AREA At:= 7•ft•19 ft At=133ft2 UPLIFT U := At-W U =—925.68 lb USE(2) Simpson H2.5a's I 1 1 PROJECT: PLH - M11vio 2687 GREEN MOUI`IT� 4110. structural engineering DATE: 12/18/2017 BY: AMA JOB NO: 17512 SHEET: L-15 LATERAL Determine Diaphragm Shear&Deflection CD 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 0.2 w = 57 If W 19 ft Wseismic := DL' seismic p L:= 50.ft w– seismic force 7/8" PLY ,. I/ 'V ''./ 10 D NAILS 6" ea EDGES ���_1---�" 12" CD> J wseism2 ic L _1 � d Jam—f v:= W _____ d'r v=75plf L. SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM Vallowed215•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= 19 ft GA:= 8.5•- (Table 4.2C) in E4cx:= 2•[0.03125•(16•in + 32.in + 32•in + 16•in)] EAcx = 6in Breyer CH.9.8 5•v•L3 1in\ 0.25•v•L (EDox)ft A := — + + A = 0.295 in \8'E•A•W/ ft/ 1000-GA 2•W • GREEN M O U N TII I N PROJECT: PLH - Milvio 2687 12/18/2017 AMA illir structural engineering DATE: BY; JOB NO: 17512 SHEET: F-i FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF PLAN A—C O ') 10 760p1f II II 'I I! \ \ I Il I \. � �p� til tk �c�0 II I I \ !i II\\ I Ila! I I Ji GREEN MOUNTnIN PROJECT: PLH - Milvio 2687 _rt ,� Ile structural engineering DATE: 12/18/2017 BY: AMA „ " JOB NO: 17512 SHEET: F-2 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF PLAN D—F 1 ! I i 'Prl-b I .:fri'(?) I j ' i I ' I II Ij N 1,_ f bbl �q,6Z 5�O 7 ANIMMI rkl 1 GREEN M O U N T II I N PROJECT: PLH - Milvio 2687 %0 / / structural engineering DATE: 121H2o17 BY: AMA JOB NO: 17512 SHEET: F-3 FRAMING TRACK ROOF LOADS �6 1§2b 1 O ii 11 1 I I � I � i � - 1 j ,�, I� � ' it JI B i GREEN MOUNTnII 7 PROJECT: PLH - Milvio 2687 12/18/2017 AMA 171, structural engineering DATE: BY: JOB NO: 17512 SHEET: F-4 FRAMING A 4x10 A A 5' 2557 1106 6167 ©3.5' 41) ©2.5' ill= 200p1f ROOF 4x12 A 5, 2246 4463 Project: _ 4Green Mountain page Location:A Green Mountain SE Multi-Loaded Multi-Span Beam 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 1/4/2018 1:12:56 PM Section Adequate By: 10.8% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3071 Dead Load 0.02 in Total Load 0.04 IN L/1681 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1400 lb 600 lb Dead Load 1157 lb 506 lb Total Load 2557 lb 1106 lb Bearing Length 1.17 in 0.51 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 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'= 1020 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 2000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1628 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 3827 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2557 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: 45.03 in3 49.91 in3 Area(Shear): 21.31 in2 32.38 in2 Moment of Inertia(deflection): 32.97 in4 230.84 in4 Moment: 3827 ft-lb 4242 ft-lb Shear: 2557 lb 3885 lb NOTES page IF Project: k 'WY/ Green Mountain Location: B Green Mountain SE Multi-Loaded Multi Span Beam of [2015 International Building Code(2015 NDS)] - - -- 3.5INx11.25lNx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 1/5/2018 9:16:08 AM Section Adequate By:4.8% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2110 Dead Load 0.01 in Total Load 0.04 IN L/1680 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1734 lb 3578 lb Dead Load 512 lb 885 lb Total Load 2246 lb 4463 lb Bearing Length 1.03 in 2.04 in Mglla.ln BEAM DATA Center Span Length 5 ft _A_ t Unbraced Length-Top 0 ft 5 ft 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 Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 9 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 5000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1167 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3.5 ft Controlling Moment: 6685 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.5 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 125 plf Controlling Shear: -4463 lb Left Dead Load 75 plf At right support of span 2(Center Span) Right Live Load 125 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 75 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 2.5 ft Section Modulus: 70.46 in3 73.83 in3 Load Length 2.5 ft Area(Shear): 32.34 in2 39.38 in2 Moment of Inertia(deflection): 47.23 in4 415.28 in4 Moment: 6685 ft-lb 7004 ft-lb Shear: -4463 lb 5434 lb NOTES GREEN M O U N T n I N PROJECT: PLH - Milvio 2687 structural engineering DATE: 12/18/2017 BY: AMA JOB NO: 17512 SHEET: F-7 FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf 7 0 Q.b CP 11 H H 0 I OW I4•,42 I® �, EE I _ o �� I \I I � T 1� -- - -- 2 l 1 OPTIONAL 3RD CAR Grp GARAGE(20'OR30) ��� II b5 II AX( af" 7 0 0 0 0 0 GREEN MO U N T n I N PROJECT: PLH - Milvio 2687 DATE: 12/18/2017 BY: AMA structural engineering .... _ JOB NO: 17512 SHEET: F-8 FRAMING 650.If FLOOR©6 O500pI f FLOOR /11.111111111 5.5 x 12 GL A A 15' 4577 4037 © A 600pIf FLOOR 5.5 x 12 GL V v V V 14.5' 4454 4454 200pif UPPER ROOF © 200pIf LOWER ROOF 400pif FLOOR 5.5 x 16.5 GL VV V V V +100pIf WALL A A 18.5' 8507 8507 lb200pIf ROOF 6x12 V V V �( Q 16' /� 1707 1707 III 500pif FLOOR 4x10 V V V VA �/ 7' /� 1775 1775 ei GREEN MOUNTAIN PROJECT: PLH - MilviO 2687 structural engineering DATE: 12/18/2017 BY: AMA JOB NO: 17512 SHEET: F-9 FRAMING 6 160pIf ROOF 200pIf FLOOR 6x12 � V V V 0 13' 2427 2427 4454 2246 4463 8507 @2' @6' @11' @16' V V 200p1f 420pIf O V ROOF V V ROOF V V V V V +100p1f WALL 5.5 X 21 GL A X 19.5' 12632 15795 8 240pIf ROOF 4x12 AV V V V X 6x12 @ 16' 12' 1491 1491 9 760pIf ROOF 450pIf FLOOR 3.5 x 7.25 LVL V V V V +100pIf WALL 6' 3952 3952 Pk page • Project: Green Mountain Location: 1 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 INx12.0INx15.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:42:23 PM Section Adequate By: 66.0% F-10 Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/611 Dead Load 0.16 in Total Load 0.45 IN L/398 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3210 lb 2490 lb Dead Load 1367 lb 1547 lb Total Load 4577 lb 4037 lb Bearing Length 1.28 in 1.13 in TRI TR2 BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A - 15ft B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.24 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 14 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 500 plf 300 plf Cd=1.00 Left Dead Load 150 plf 200 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 500 plf 300 plf Cd=1.00 Right Dead Load 150 plf 200 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Start 0 ft 6 ft Comp.1 to Grain: Fc-L= 650 psi Fc--- = 650 psi Load End 6 ft 15 ft Controlling Moment: 15838 ft-lb Load Length Eft 9 ft 7.2 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4577 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: Reo'd Provided Section Modulus: 79.19 in3 132 in3 Area(Shear): 25.91 in2 66 in2 Moment of Inertia(deflection): 477.11 in4 792 in4 Moment: 15838 ft-lb 26400 ft-lb Shear: 4577 lb 11660 lb NOTES page Project: -- Green Mountain Location: 2 "'�, Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] re 5.5 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:45:16 PM Section Adequate By:63.5% F-11 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/624 Dead Load 0.15 in Total Load 0.43 IN L/406 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2900 lb 2900 lb Dead Load 1554 lb 1554 lb Total Load 4454 lb 4454 lb Bearing Length 1.25 in 1.25 in BEAM DATA Center Span Length 14.5 ft ------ -- Unbraced Length-Top 0 ft 14.5 ft - Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.22 UNIFORM LOADS Center Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 200 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 614 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-1= 650 psi Fc-1'= 650 psi Controlling Moment: 16145 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4454 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: 80.72 in3 132 in3 Area(Shear): 25.21 in2 66 in2 Moment of Inertia(deflection): 468.12 in4 792 in4 Moment: 16145 ft-lb 26400 ft-lb Shear: 4454 lb 11660 lb NOTES page Project: 44 Green Mountain Location:3 a Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 16.5 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:47:50 PM Section Adequate By:23.6% F-12 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/520 Dead Load 0.23 in Total Load 0.65 IN L/339 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5550 lb 5550 lb Dead Load 2957 lb 2957 lb Total Load 8507 lb 8507 lb Bearing Length 2.38 in 2.38 in BEAM DATA Center __. 111111111111111 _ Span Length 18.5 ft _ Unbraced Length-Top 0 ft A 18.5 ft Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.34 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 920 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2338 psi Cd=1.00 Cv=0.97 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 39345 ft-lb 9.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8507 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: 201.95 in3 249.56 in3 Area(Shear): 48.15 in2 90.75 in2 Moment of Inertia(deflection): 1455.52 in4 2058.89 in4 Moment: 39345 ft-lb 48620 ft-lb Shear 8507 lb 16033 lb NOTES page Project: Green Mountain / Location:4 w Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] ,.u;;. 5.5 IN x 11.5 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:49:21 PM Section Adequate By:48.8% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/944 Dead Load 0.14 in Total Load 0.35 IN L/553 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 707 lb 707 lb Total Load 1707 lb 1707 lb Bearing Length 0.50 in 0.50 in w BEAM DATA Center _ Span Length 16 ft Unbraced Length-Top 0 ft A 16ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 213 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. L to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 6830 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: -1707 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: 81.45 in3 121.23 in3 Area(Shear): 13.1 in2 63.25 in2 Moment of Inertia(deflection): 226.93 in4 697.07 in4 Moment: 6830 ft-lb 10166 ft-lb Shear: -1707 lb 8244 lb NOTES Project: , f page Green Mountain Location:5 ; 4, Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:53:46 PM Section Adequate By:44.6% F-14 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1915 Dead Load 0.03 in Total Load 0.07 IN L/1133 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1050 lb 1050 lb Dead Load 725 lb 725 lb Total Load 1775 lb 1775 lb Bearing Length 0.81 in 0.81 in w BEAM DATA Center _ Span Length 7 ft40 — -_ Unbraced Length-Top 0 ft 7 ft B Unbraced Length-Bottom 7 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 Uniform Dead Load 200 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 507 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.--to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 3105 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1775 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: 34.51 in3 49.91 in3 Area(Shear): 14.79 in2 32.38 in2 Moment of Inertia(deflection): 48.9 in4 230.84 in4 Moment: 3105 ft-lb 4492 ft-lb Shear: 1775 lb 3885 lb NOTES Project: page` Green Mountain Location:6 `. Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 13.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 1/4/2018 1:54:23 PM Section Adequate By: 7.2% F-15 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/1030 Dead Load 0.13 in Total Load 0.28 IN L/552 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1300 lb 1300 lb Dead Load 1127 lb 1127 lb Total Load 2427 lb 2427 lb Bearing Length 0.71 in 0.71 in w BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft 13ft Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch Uniform Dead Load 160 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress. Fb= 875 psi Fb'= 875 psi Total Uniform Load 373 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 7888 ft-lb 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2427 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: 108.18 in3 116.02 in3 Area(Shear): 21.42 in2 61.88 in2 Moment of Inertia(deflection). 283.93 in4 652.59 in4 Moment: 7888 ft-lb 8459 ft-lb Shear: -2427 lb 7013 lb NOTES page Project. ,- -—IGreen Mountain Location:7 z+� ,. Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 21.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/5/2018 9:19:42 AM Section Adequate By: 12.1% F-16 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/593 Dead Load 0.20 in Total Load 0.60 IN L/390 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 4 Live Load 8454 lb 10033 lb 1 3 Dead Load 4178 lb 5762 lb 2 Total Load 12632 lb 15795 lb tRi TR2 Bearing Length 3.53 in 4.42 in w BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft 19.5 ft — Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.31 Uniform Live Load 125 plf Notch Depth 0.00 Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 225 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Four Fb_cmpr= 1850 psi Fb'= 2270 psi Live Load 3000 lb 2000 lb 3000 lb 5000 lb Cd=1.00 Cv=0.95 Dead Load 1454 lb 246 lb 1463 lb 3507 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 6 ft 11 ft 16 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc-1= 650 psi Fc--- = 650 psi Load Number One Two Left Live Load 125 plf 300 plf Controlling Moment: 68212 ft-lb Left Dead Load 75 plf 120 plf 11.11 Ft from left support of span 2(Center Span) Right Live Load 125 plf 300 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 75 plf 120 plf Controlling Shear: -15796 lb Load Start 2 ft 11 ft 19.0 Ft from left support of span 2(Center Span) Load End 6 ft 19.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 8.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 360.57 in3 404.25 in3 Area(Shear): 89.41 in2 115.5 in2 Moment of Inertia(deflection): 2609.92 in4 4244.63 in4 Moment: 68212 ft-lb 76476 ft-lb Shear: -15796 lb 20405 lb NOTES page Project: f --IgGreen Mountain Location:8 ." Green Mountain SE Multi-Loaded Multi-Span Beamof [2015 International Building Code(2015 NDS)] =� 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 1/4/2018 2 33:05 PM Section Adequate By: 56.6% F-17 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/825 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 291 lb 291 lb Total Load 1491 lb 1491 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 12 ft — Unbraced Length-Top 0 ft A izn 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 Uniform Dead Load 40 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 249 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- = 625 psi Fc- -'= 625 psi Controlling Moment: 4474 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: 1491 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: 47.15 in3 73.83 in3 Area(Shear): 10.81 in2 39.38 in2 Moment of Inertia(deflection): 97.18 in4 415.28 in4 Moment: 4474 ft-lb 7004 ft-lb Shear: 1491 lb 5434 lb NOTES fi E Page Project: ',Green Mountain Location:9 : � Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 1/4/2018 2:50:42 PM Section Adequate By:22.0% F-18 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/722 Dead Load 0.07 in Total Load 0.17 IN L/417 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2280 lb 2280 lb Dead Load 1672 lb 1672 lb Total Load 3952 lb 3952 lb Bearing Length 1.51 in 1.51 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Eft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 760 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 550 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 3100 psi Fb'= 3279 psi Total Uniform Load 1317 plf Cd=1.00 CF=1.06 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc- L'= 750 psi Controlling Moment: 5928 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: 3952 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: 21.7 in3 30.66 in3 Area(Shear): 20.8 in2 25.38 in2 Moment of Inertia(deflection): 64.02 in4 111.15 in4 Moment: 5928 ft-lb 8377 ft-lb Shear: 3952 lb 4821 lb NOTES page Project: Green Mountain Location:Cl Green Mountain SE Column of [2015 International Building Code(2015 NDS)] 5.5 IN x 5.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 1/5/2018 9:21:49 AM Section Adequate By:6.2% F-19 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 10000 lb Dead Load: Vert-DL-Rxn= 5854 lb Total Load: Vert-TL-Rxn= 15854 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length (X-Axis)Lx: 9 ft V Unbraced Length (Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 700 psi Fc'= 559 psi Cd=1.00 Cp=0.80 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 750 psi Cd=1.00 CF=1.00 9 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 19.64 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 524 psi Live Load: PL= 10000 lb Allowable Compressive Stress: Fc'= 559 psi Dead Load: PD= 5795 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 59 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 15854 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 750 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 750 psi Combined Stress Factor: CSF= 0.94 NOTES GREEN M O U N T n I N PROJECT: PLH - Milvio 2687 111110 AMA structural engineering DATE: 12/18/2017 y __ BY: JOB N0: 17512 SHEET: F-20 FRAMING FOUNDATION LOADS ' -.100 r 1 , n i u �i iii Ill u 1 -11VI IIH u ,lk i ii 11 1 1-L-- q'' n �,� � i o6' �i + + _ -' II II" 1 ; - � IllI II Ill r II 6 X72 36X36X12 t 10 o // , i O -- - F OPT. i/, 1 . � 0,s - .i 12'X 20'3RD CAR t 0 ^3 ' i g GARAGE 1/ cp '� €) '] 12'X ALSO 1- N� _-- 1 AVAILABLE REMOVE 4% 36X36X12 1 je ,Ft,ON O� 01 28X28X12 S1 X95 ��ti L 5 1 z 28X28X12 f�©��C''' 28X28X12 �- Off ' 42X42X12� 1 '� GREEN M O U N T h I N PROJECT: PLH - Milvio 2687 12/18/2017 AMA ilikW structural engineering DATE: BY: JOB NO: 17512 SHEET: F-21 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 f t2 Allowed Load SBP•A = 6666.7 lb in. jirdrIE1111111 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 36"x36" A:= 36.in-36-in Pail := 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 psfX 12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf