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Specifications (13) GREEN MOUNTnIN *IV structural engineering RECEIVED OCT 2 9 2018 CITY OF TIGARD RTT31,DING DIVISION STRUCTURAL CALCULATIONS for Staccato Plan Willow Brook, Lot 21 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 top 1/4 44, 1145619 lac OREGOrket,,,, 14,4?-16r. 1 7 .° cgt 111 AND " Expires: December 31,2019 Project Number: 18025 July 19, 2018 Index Structural Information Lateral Analysis L-1 thru L-14 Framing Analysis F-1 thru F-17 11111 greenmountainse corn-into@greenmountainse com -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 M O U N T n I N PROJECT: PLH - stacatto 1/23/2018 �, le structural engineering DATEBY: 18025 L-1 JOB NO: SHEET: LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•5D5 SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R Ss mapped spectral acceleration for SS := 1.00 short periods(Sec.11.4.1) from USGS web site Si 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 := 1.5 Site Class D SM5:= Fa-Ss SM5=1.1 (Eq.11.4-1) SM1 := Fv•Si SMi = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS•= 3-5M5 SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SD1 := 3•SM1 SD1 = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDS R:= 6.5 Table 9.5.2.2 V:= •W R 1.2.0.73 V:= •W V:= 0.135•W 6.5 12.4 Seismic Load Combinations E:= 1.3•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 MOUNTnIN PROJECT: PLH - stacatto IOW structural engineering DATE: 1/23/2018 BY: AMA JOB NO: 18025 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 --� ;.4 pvf psf Wind E3ase r � 1111 Shear Length L:= 48•ft Height Ht:= 24•ft WIND := L•Ht•(11•psf + 7.4•psf) WIND = 21196.8 lb SEISMIC r Fr / Woof F2 - Wfloor Seismic ti, waII base Shear Aroof := 48•ft•39•ft Aroof = 1872 ft2 A Ioor 48•ft•39•ft Afloor = 1872 ft2 Wwalls 4.17•ft•39•ft Wwalls = 2652ft2 SEISMIC:= (Aroof 15 psf + Afloor 15 psf + Wwalls'10-psf)-0.123 SEISMIC= 10169.64 lb WIND GOVERNS DESIGN GREEN M O U N T II I N PROJECT: PLH -stacatto %V 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 18025 SHEET: L-3 LATERAL 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' K,:= 0.57 qz:= •00256•KZ•KZt•Kd•V3s2•I q = 24.31 (van e s/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V3,2.1 qZ= 26.44 20'-25' K,:= 0.66 q,:= .00256•KZ•KZt-Kd•V3,2 1 qZ= 28.15 25'-30' K,:= 0.70 q,:= .00256•KZ•KZt•Kd•V3s2.1 qZ= 29.85 WIND PRESSURE P:= gZ•G•CP G := 0.85 Gust factor Cp pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.31.psf•0.85.0.8 PN,= 9.92 psf LEEWARD PL:= 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 P„,:= 0.6.26.44-•psf•0.85 0.3 PH,= 4.05 psf LEEWARD PL:= 0.6.26.44-psf•0.85.0.6 PL = 8.09 psf 20' 25' WINDWARD P,:= 0.6•28.15•psf•0.85.0.3 P,,= 4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85 0.6 =8.61 psf GREEN M O U N T n I N PROJECT: PLH - stacatto %V 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 180�5 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE x cp_c�.5 4,31 ;� `V 8.61 Assume ''''''`i \ per` � `` �\ if p— i?.G 8 := 35 ,�. \ 10 ft '� `.. j5 10.79 Ill Psf / 6.2 psf 9.92 psf Mean Roof Height windward leeward 15.5 + 24 = 19.75 2 Loads at Roof roof- max roof- avg Windward 4.31.psf•10-ft=43.1plf 4.31•psf•5•ft= 21.55pIf Leeward 8.61•psf•10•ft= 86.1plf 8.61-psf-5•ft=43.05 plf Wall loads at upper level at lower level Windward 10.79•psf•4-ft=43.16plf 9.92•psf•9•ft= 89.28 plf Leeward 6.2•psf-4-ft= 24,8 plf 6.2.psf•9-ft= 55.8 plf GREEN M O U N TII I N PROJECT: PLH - stacatto %V 1/23/2018 AMA structural engineering DATE; BY: JOB NO: 180�5 SHEET: L-5 LATERAL 200 WIND ON ROOF 7070 Wavg=135pIf v M=60(12)2/2=4320 \ M ` co 0 W=1 40pIf Lr co 1111 < N co GREEN MOUNTAIN PROJECT: PLH - Stacatto 1/23/2018111110 AMA structural engineering DATE: � .,._6Y: _ �_.� .�� JOB NO: 18025 SHEET: L-6 LATE RAL , . ,,,,_r . , r,. , 4_. . ___ __.z. ._ .¢_- WIND ON UPPER LEVEL CD `" W=150pif `" 3308 I 1 11i \ \ , 1 it I +- \, Io J iI < < �' 1 11 II I <3675 � , I GREEN M O U N T n I N PROJECT: PLH - stacatto lie /23/2018 structural engineering DATE: iBY AMA JOB NO: 1$025 SHEET: -7 LATERAL WIND ON MAIN LEVEL M=4320Ib T=C=43o°=432Ib T M C r 5678 I, " '.'_- _ W--, I 1- II [0., l -- El 1 Is• 1,, [00 1 � 12'X 30'ALSOl''--T AVAILABLE % \ X\ it 1 1 A 3675 '� �=? CO A H I ' C . r, 1 L() 12 X 20'3RD- AR I I I I I I cfl I REM( dVAL WITH I 4 , 3-.2 OF iON I \ 1 1 i 5475 > GREEN M O U N TII I N PROJECT: PLH - stacatto 1/23/2018 AMA Ilhle structural engineering DATE: BY: JOB NO: 18025 SHEET: L-8 LATERAL ... SHEAR WALL DESIGN IPdl IPdl Wdl 4, V Y i p (V) P:= wind V:= seismic h R=Holdown Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7-E Overturning Moment: Mot := P•h (L2 Resisting Moment: Mr:= 0.6. dl + Wwaii) 2 + 0.6Pdi•L Mot — Mr Holdown Force R L A GREEN MOUNTnIN PROJECT: PLH - Stacatto structural engineering DATE: 1/23/2018 BY: AMA JOB NO: 18025 SHEET: L-9 LATERAL Shear Walls at Right Elevation Upper Level Wind Force P:= 2633.1b P= 26331b Length of wall L:= 3•ft+ 6ft+ 14ft+ 5ft L= 28ft P Sh ear v:= — v= 94.04 plf A L 3 Overturning Mot := P•8•ft•28 Mot = 2256.86Ib•ft Moment (3•ft)2 Resisting Mr:= 0.6 (15 psf•3•ft+ 10•psf•8•ft)• 2 + 0.6.400.1b•3 ft Moment Mr = 1057.5Ib•ft Mot — Mr Holdown = 399.79 lb Force 3 ft Main Level Wind Force P:= 6458.1b P= 6458 lb Length of wall L:= 4•ft+ 32•ft L= 36 ft P B Shear v:= — v= 179.39 plf L 4 Overturning Mot := P•9•ft•36 Mot = 6458Ib•ft Moment (4•ft)2 Resisting Mr:= 0.6•(1S.psf•3 ft+ 10 psf•18•ft)• + 0.6.600•Ib•4.ft Moment 2 Mr = 2520lb•ft Holdown Mot — Mr Force 4.f —= 984.5 lb GREEN M O U N TII I N PROJECT:: PLH - stacatto %V 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 18025 SHEET: L-10 LATERAL Shear Walls at Rear Elevation Upper Level Wind Force P:= 33081b P= 3308 lb Length of wall L:= 4•ft•2+ 7•ft+ 9•ft L= 24ft P Shear v:= — v= 137.83plf A 4 Overturning Mot:= P•8•ft•— Mot =4410.67 lb-ft Moment 24 (4•ft)2 Resisting Mr:= 0.6•(15-psf•18-ft+ 10-psf•8-ft)• 2 + 0.6-400•Ib•4•ft Moment Mr = 2640lb•ft Mot Mr Holdown =442.67 lb Force 4-ft Main Level Wind Force P:= 5678.1b P= 5678 lb Length of wall L:= 5•ft•2+ 3ft•2 L= 16ft P Shear v:= — v= 354.88 plf C 5 Overturning Mot := P'S'ft'16 Mot = 15969.38 lb-ft Moment (5•ft)2 Resisting Mr:= 0.6•(15.psf-18-ft+ 10-psf-18•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr = 5175lb•ft Mot — Mr Holdown = 2158.88 lb HTT4 5•ft Force A GREEN M O U N T V1 I N PROJECT: PLH - stacatto 1/23/2018 AMA 1110 structural engineering DATE: BY: JOB NO: 18025 SHEET: -1 LATERAL Shear Wal Is at Left Elevation Upper Level Wind Force P:= 2633•Ib P= 26331b Length of wall L:= 26•ft+ 4-ft L= 30ft Shear v:_ — v= 87.77 plf A 4 Overturning Mot := P•8•ft•— Mot = 2808.53lb•ft Moment 30 (4-ft)2 Resisting Mr:= 0.6•(15 psf•3.ft+ 10•psf•8•ft)• 2 + 0.6.400•ib•4•ft Moment Mr= 1560lb•ft Mot Mr Holdown = 312.13 lb Force 4-ft Main Level Wind Force P:= 6458.1b P= 64581b Length of wall L:= 4•ft+ 24•ft+ 8ft L= 36ft P Shear v:= — v= 179.39 plf B L 4 Overturning Mot:= P•9•ft•— Mot = 6458lb•ft Moment 36 (4•ft)2 Resisting Mr:= 0.6.(15 psf•3•ft+ 10.psf•18•ft). 2 + 0.6.600•Ib•4•ft Moment Mr= 2520lb•ft Holdown Mot — Mr Force = 984.5 lb 4.ft GREEN M O U N TIII N PROJECT: PLH - Stacatto %I 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 18025 SHEET: L-12 LATERAL Shear Walls at Front Elevation Upper Level Wind Force P:= 3675.16 P= 3675 lb Length of wall L:= 4•ft•2 + 2ft•3 L= 14ft P Shear v:= — v= 262.5 plf C 4 Overturning Mot:= P•8•ft14 Mot = 8400 lb-ft Moment (4•ft)2 Resisting Mr := 0.6.(15.psf•3•ft+ 10-psf-8•ft)• 2 + 0.6 400•Ib•4-ft Moment Mr= 1560lb-ft Mot - Mr Holdown = 1710 lb MSTC40 Force 4•ft Main Level -2 Car garage Wind Force P:= 5475.1b P= 54751 b Length of wall L:= 2•ft•2+ 2.5•ft•2 L= 9ft 2.3.5 = 7 Shear v:= — v= 608.33 plf E 2 Overturning Mot:= P•7'ft• Mot = 8516.67lb•ft Moment (2•ft)2 Resisting Mr := 0.6•(15•psf-2•ft+ 10•psf•18•ft)• 2 + 0.6.600•lb•2•ft Moment Mr= 9721b•ft Holdown Mot - Mr = 3772.33 lb HTT5 / STHD14 Force 2-ft at 3 car garage L =13 ft V=421 plf D GREEN M O U N T n I N PROJECT: PLH - stacatto %W. 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 18025 SHEET: -1 3 LATERAL Interior Shear Walls at back of garage Main Level Wind Force P:= 3675-Ib P= 3675 lb Length of wall L:= 12ft+ 7ft L= 19ft P B Shear v:= — v= 193.42 plf 7 Overturning Mot := P'S-ft'-19 Mot = 12185.53 lb-ft Moment (7.ft)2 Resisting Mr:= 0.6 (10 psf•9•ft+ 10•psf-9•ft)• 2 + 0.6.600•lb•7•ft Moment Mr = 5166lb•ft Holdown Mot — Mr Force = 1002.79 lb 7ft GREEN M O U N T I1 I N PROJECT: PLH - stacatto 1/23/2018 AMA structural engineering DATE: BY:le JOB NO: 180�5 SHEET: L-14 LATERAL 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) A := 26.6 KZ:= 0.70 Krt := 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) 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 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.20 ft: TRIBUTARY AREA At:= 10-ft-20-ft At = 200f-t2 UPLIFT U := At•W U =-1392 lb USE(2) Simpson MTS20 Straps b. 12 ft TRIBUTARY AREA At:= 6-ft-20-ft At= 120 ft2 UPLIFT U := At•W U =-835.2 Ib USE(2) Simpson H2.5a's GREEN M O U N T n I N PROJECT: PLH - Stacatto 1O 1/23/2018 structural engineering DATE: BY AMA r JOB NO: 18025 n SHEET: L-15 LATERAL Determine Diaphragm Shear&Deflection A 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 WDA := 15•psf w := W•w 0.2 w 60 If W 20 ft seismic DL' seismic = p L:= 50•ft w– Seisrt'.ic force I 7/8" PLY v' / 10 D NAILS 6" CD EDGES --,_ --- ` �f , 12" AFIELD > w JL Wseismic•2 ------ v._ d ----- � W v= 75plf / / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vauowed 215•plf > v=75 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 75plf 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= 20ft GA:= 8.5•- (Table 4.2C) in EA,:= 2•[0.03125•(16•in + 32•in + 32•in + 16-in)] EA„= 6in Breyer CH.9.8 5•v•L3 v ling 0.25•v•L (EAcx)ft A :_ • — + + A = 0.286 in B.E•A.Wi \ft/ 1000•GA 2•W GREEN M O U N TF1 I N PROJECT: PLH - stacatto 1/23/2018 AMA DATE: BY: ViP structural engineering JOB NO: 180�5 SHEET: F-i FRAMING r ,, .,.. ROOF LOADS Wd = 15psf WI = 25psf ROOF A—D p4�� 840p1f 7 ., rn IP I j NO 0�b\ 2� ��� 1 I (,) , I I 1i I 11 1 r' L GREEN M O U N Th 11 7 PROJECT: PLH - Stacatto Ile structural engineering DATE: 1/23/2018 -_- BY: AMA JOB NO: 1$025 SHEET: F_2 FRAMING TRACK ROOF LOADS 1-5 f _ 0 I� A °SIM 1 IT L 0!1-- / liN ', Ji SII �LL - -J I ' � � 4 po L f— ap,,C —c 1'`' sr ® 'IX SIM GREEN M O U N Th I N PROJECT: PLH - Stacatto 1/23/2018 AMA structural engineering DATE: BY: JOB NO: 18025 SHEET: F-3 FRAMING 4073 @4' A 4x10 5' 832 3276 9840 @4' B 6x12 5' 2002 7906 Project: page rGreen Mountain Location:A 4 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] w�� - 4'- 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:15:24 AM Section Adequate By: 36.4% F-4 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2834 Dead Load 0.01 in Total Load 0.03 IN L/2069 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 600 lb 2400 lb Dead Load 232 lb 876 lb Total Load 832 lb 3276 lb Bearing Length 0.38 in 1.50 in BEAM DATA Center Span Length 5 ft e Unbraced Length-Top 0 ft 5ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 7 plf Cd=1.15 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 Live Load 3000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1073 lb Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Location 4 ft Controlling Moment: 3272 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: -3276 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: 33.47 in3 49.91 in3 Area(Shear): 23.74 in2 32.38 in2 Moment of Inertia(deflection): 20.08 in4 230.84 in4 Moment: 3272 ft-lb 4879 ft-lb Shear: -3276 lb 4468 lb NOTES • page Project: - Green Mountain Location: B ti :. Green Mountain SE Multi-Loaded Multi-Span Beam clirl4e0of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:16:55 AM Section Adequate By:4.3% F-5 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2980 Dead Load 0.01 in Total Load 0.03 IN L/2105 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1400 lb 5600 lb Dead Load 602 lb 2306 lb Total Load 2002 lb 7906 lb Bearing Length 0.58 in 2.30 in BEAM DATA Center Span Length 5 ft �9 %.,;."..,1=-4. Unbraced Length-Top 0 ft s n Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values 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 Cd=1.15 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 7000 lb Dead Load 2840 lb Comp. 1 to Grain: Fc- = 625 psi Fc- '= 625 psi Location 4 ft Controlling Moment: 7899 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: -7906 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: 94.2 in3 121.23 in3 Area(Shear): 60.66 in2 63.25 in2 Moment of Inertia(deflection): 59.61 in4 697.07 in4 Moment: 7899 ft-lb 10166 ft-lb Shear: -7906 lb 8244 lb NOTES GREEN MO U N T h I N PROJECT: PLH - Stacatto 4110 structural engineering DATE: 1/23/2018 BY: JOB NO: 18025 AMA SHEET: F-6 FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf .-n HI1 O (651- IDS6 I '5- 6 f - � i' I 1 O i I * 28) °� `_1 S iI 1 I � f' 12'X 30'ALSO 1 II AVAILABLE \\\ 7''''''71)''' ' -- In I IfI I 1---- I' OPT 12'X 20'3RD-CARIt ° I I H GARAGE O 1 I MEMO,WA L A,---- 'CAR ca-r ou 7 f I gob 285 5 p0.i 11 I 0 1 I I X11, A GREEN MOUNTAIN PROJECT: PLH - Stacatto IIIIlie 1/23/2018 structural engineering DATE: BY: AMA JOB NO: 15025 SHEET: F-7 FRAMING O840p1f ROOF 4x12 V V V �( 425p1f FLOOR X 6' /� +100p1f WALL 4120 4120 el900pIf FLOOR 3.5 x 12 GL /��/ V V V Q 8' 3636 3636 41) 750pIf FLOOR Y(XX9/.0XX V V V �/ 19.5' /� 5.5X18 GL 7539 7539 1600 1600 @2' @14'F\ ' J imininim 300p1f FLOOR 5.5 x 12 GL V V +100p1f WALL • 16 4914 4914 4914+7906 @4.5' 41) 200pIf ROOF 5.5 x 22.5 GL @3C AR 1111/1111MIM +100pIf WALL 24.5' 14469 6358 ifi a Project: ' i'r.{/ page --. Green Mountain Location: 1 '.,. 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 1/23/2018 9:44:13 AM Section Adequate By: 7.0% F-8 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1953 Dead Load 0.02 in Total Load 0.06 IN L/1195 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 2520 lb 2520 lb Dead Load 1600 lb 1600 lb Total Load 4120 lb 4120 lb Bearing Length 1.88 in 1.88 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 11111111111111111111111111111.11111111111;6„ Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 840 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 525 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 1373 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-1'= 625 psi Controlling Moment: 6180 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: 4120 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: 68.97 in3 73.83 in3 Area(Shear): 29.86 in2 39.38 in2 Moment of Inertia(deflection): 62.56 in4 415.28 in4 Moment: 6180 ft-lb 6615 ft-lb Shear. 4120 lb 5434 lb NOTES Project: page l'Green Mountain Location:2 r=� Green Mountain SE Multi-Loaded Multi-Span Beam _ of [2015 International Building Code(2015 NDS)] - 3.5 IN x 12.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:43:34 AM Section Adequate By: 104.0% F-9 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1575 Dead Load 0.03 in Total Load 0.09 IN L/1040 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2400 lb 2400 lb Dead Load 1236 lb 1236 lb Total Load 3636 lb 3636 lb Bearing Length 1.60 in 1.60 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.05 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 600 plf Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 909 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-1'= 650 psi Controlling Moment: 7273 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: 3636 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: 36.36 in3 84 in3 Area(Shear): 20.58 in2 42 in2 Moment of Inertia(deflection): 116.35 in4 504 in4 Moment: 7273 ft-lb 16800 ft-lb Shear: 3636 lb 7420 lb NOTES Project: 1 page .Anne Anderson Location:3 v' StruCalc 9.0 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/31/2018 10:29:50 AM F-10 Section Adequate By:55.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN L/692 Dead Load 0.18 in Total Load 0.52 IN L/449 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4875 lb 4875 lb Dead Load 2647 lb 2647 lb Total Load 7522 lb 7522 lb Bearing Length 2.10 in 2.10 in BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft -A - - 19.5 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.28 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 500 plf MATERIAL PROPERTIES Uniform Dead Load 250 plf Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 771 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2305 psi Cd1.00 Cv=0.96 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc-J-2= 650 psi Controlling Moment: 36668 ft-lb 9.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7522 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: 190.86 in3 297 in3 Area(Shear): 42.58 in2 99 in2 Moment of Inertia(deflection): 1429.84 in4 2673 in4 Moment: 36668 ft-lb 57060 ft-lb Shear: 7522 lb 17490 lb page Project: mfRi , — Green Mountain / Location:4 �a:;,w t Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] _<, 5.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:53:36 AM Section Adequate By: 38.1% F-11 Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/497 Dead Load 0.16 in Total Load 0.55 IN L/349 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3400 lb 3400 lb 1 Dead Load 1514 lb 1514 lb 2 Total Load 4914 lb 4914 lb Bearing Length 1.37 in 1.37 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.25 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 414 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 1000 lb 1000 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 600 lb 600 lb Cd=1.00 Location 2 ft 14 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 16458 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: 4914 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: 82.29 in3 132 in3 Area(Shear): 27.82 in2 66 in2 Moment of Inertia(deflection): 573.51 in4 792 in4 Moment: 16458 ft-lb 26400 ft-lb Shear: 4914 lb 11660 lb NOTES page Project: low Green Mountain Location:5 @ 24.5' w,�,� �- Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 22.5 IN x 24.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:56:56 AM Section Adequate By: 37.8% F-12 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/718 Dead Load 0.26 in Total Load 0.67 IN L/441 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 8904 lb 3902 lb Dead Load 5565 lb 2456 lb Total Load 14469 lb 6358 lb Bearing Length 4.05 in 1.78 in BEAM DATA Center Span Length 24.5 ft Unbraced Length-Top 0 ft - 24.5 ft Unbraced Length-Bottom 24.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.39 UNIFORM LOADS Center Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 27 plf 24F-V4-Visually Graded Western Species Total Uniform Load 327 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2204 psi Load Number One Live Load 7906 lb Cd=1.00 Cv=0.92 Dead Load 4914 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Location 4.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 61848 ft-lb 5.14 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 14469 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: 336.79 in3 464.06 in3 Area(Shear): 81.9 in2 123.75 in2 Moment of Inertia(deflection): 2839.65 in4 5220.7 in4 Moment: 61848 ft-lb 85221 ft-lb Shear: 14469 lb 21863 lb NOTES Project: page /Green Mountain Location:5@19.5' Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 19 5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 1/23/2018 9:57:47 AM Section Adequate By: 3.6% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/556 Dead Load 0.26 in Total Load 0.68 IN L/344 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 8032 lb 3774 lb Dead Load 4964 lb 2318 lb Total Load 12996 lb 6092 lb Bearing Length 3.64 in 1.70 in BEAM DATA Center Span Length 19.5 ft 11111111111111111111111111. Unbraced Length-Top 0 ft - —19.5 ft B Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.39 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 321 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2305 psi Load Number One Cd=1.00 Cv=0.96 Live Load 7906 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 4914 lb Location 4.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 55053 ft-lb 4.49 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 12996 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: 286.56 in3 297 in3 Area(Shear): 73.56 in2 99 in2 Moment of Inertia(deflection): 1864.64 in4 2673 in4 Moment: 55053 ft-lb 57060 ft-lb Shear: 12996 lb 17490 lb NOTES Project: 'W.* page Green Mountain Location: 6 g 16' PORCH _ w'. Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 1/10/2018 11:24:57 AM Section Adequate By: 25.3% F-14 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/590 Dead Load 0.09 in Total Load 0.41 IN L/466 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 427 lb 427 lb Total Load 2027 lb 2027 lb Bearing Length 0.59 in 0.59 in BEAM DATA Center Span Length 16 ft -711 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 200 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 253 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 8110 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: 2027 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 96.72 in3 121.23 in3 Area(Shear): 15.56 in2 63.25 in2 Moment of Inertia(deflection): 283.52 in4 697.07 in4 Moment: 8110 ft-lb 10166 ft-lb Shear: 2027 lb 8244 lb NOTES page Project: -- 4Anne Location:6 @ 12 FT PORCH Anderson Structural Engineering / Multi-Loaded Multi-Span Beam • 44 of [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.3 1/24/2018 2:08:23 PM Section Adequate By:56.6% F-14A Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1465 Dead Load 0.08 in Total Load 0.17 IN L/825 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 840 lb 840 lb Dead Load 651 lb 651 lb Total Load 1491 lb 1491 lb Bearing Length 0.68 in 0.68 in w BEAM DATA Center Span Length 12 ft 101111111111110111111111111111111M.VOSID �..� Unbraced Length-Top 0 ft 12ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIALUNIFORM LOADS Center PROPERTIES #2-Douglas-Fir-Larch Uniform Live Load 140 plf Base Values Adjusted Uniform Dead Load 100 plf 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.L to Grain: Fc-1= 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: Read Provided Section Modulus: 47.15 in3 73.83 in3 Area(Shear): 10.81 in2 39.38 in2 Moment of Inertia(deflection): 90.58 in4 415.28 in4 Moment: 4474 ft-lb 7004 ft-lb Shear: 1491 lb 5434 lb NOTES page P 9 Project: Green Mountain Location:Cl Green Mountain SE Column of [2015 International Building Code(2015 NDS)] 5.5 INx5.5INx9.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 1/23/2018 3:59:47 PM Section Adequate By: 0.6% F-15 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 10000 lb Dead Load: Vert-DL-Rxn= 6809 lb Total Load: Vert-TL-Rxn = 16809 lb COLUMN DATA Total Column Length: 9 ft 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(North) Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 559 psi Cd=1.00 Cp=0.80 Bending Stress(X-X Axis): Fbx= 725 psi Fbx'= 725 psi Cd=1.00 CF=1.00 9 ft Bending Stress(Y-Y Axis): Fby= 725 psi Fby'= 725 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= 556 psi Live Load: PL= 10000 lb Allowable Compressive Stress: Fc'= 559 psi Dead Load: PD= 6751 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 58 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 16809 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'= 725 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 725 psi Combined Stress Factor: CSF= 0.99 NOTES GREEN M O U N TF1 I N PROJECT: PLH - stacatto 111110 / / structural engineering DATE: i 23 2018 BY: AMA JOB No: 18025 SHEET: F-16 FRAMING FOUNDATION LOADS 71 --- g, i, 28X12 ; - '--- iiri, ,.. �� �� Ilk it1 III : II ;H H Ni Al 1 1r,, OPT.BLOCK OUT FOR •- ©15• 1 '� 1 3/0 MAN DOOR D _._ ,„ __ , 6 , . i 1� 28X28X12 6p9�@ °� ;, I Id1 ilk N I II 28X28X12 1, ®) i OPT. i 1 12'X 20'3RD-CAR I ' GARAGE / _ - _ 1 12'X 30'ALSO GP' AVAILABLE ��CD©� �� -?. [HMO.FOli NT 3 ),I CPR OPT 011 Y Cil) I 6g28X28X12 r -•_ 38X38X12 1D II 40X40X12 j ' �� \ 28X28X12 l 36X36X12 9 24X24X12 GREEN M O U N T h I N PROJECT: PLH - stacatto 1/23/2018 AMA OW structural engineering DATE: BY JOB NO: 1$O�5 SHEET: F-17 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 tal I. total engaged area Allowed Load A:= (16-in + 8•in + 16-in)•16•in A = 4.4 f t2 r Al lowed Load SBP•A = 6666.7 lb in. Individual Footings: Size Area Capacity 18" diameter A:= 9-in-9•in•3.14 Pall 1500-psff-A Pall = 2649.41b 24"x24" A:= 24•in•24•in Pall := 1500•psf•A Pall = 6000 lb 28"x28" A:= 28-in•28•in fall 1500.psf•A Pall = 8166.7 lb 36"x36" A:= 36•in•36•in Pall 1500•psf•A Pall = 13500 lb 48"x48" A:= 48•in-48-in Pall 1500•psf•A Pall = 240001b Continuous Footings: 12 inch wide: Capacity 1500 psfX 12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf