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Specifications (3) 71Z7-2o/9- 73 /41,V0 SW /login 9vz RECEIVED FEB 0 6 2019 Calculation Packet BUILDING River Terrace ( Roshak) - TuckuPlan 60 Tigard, Oregon August 17, 2018 Client : Polygon Northwest Company -410 OREGON 8/17/2018 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 14718 NW Delia Street Portland, OR 97229 (971) 645-0901 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Pro ect`InfOrt7lc'�tiOtl File-C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,13uild:10.18.7.31 tic.#tt KW-06010523 o : Licensee Vista Structural Engineering,U.0 Project Title : Plans 60A,B,D Description :Tuckunder Cottages(60 series) I.D. : 1956 Address : River Terrace-Roshak, Tigard, OR Project Leader : DMH Phone : Fax : eMail : Project Notes Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@yistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA 111956.ec6 Software copyright ENERCALC INC 1983 2018,Build 1018 7 31 ' ..\.. 1 \ . • •.• :''',.i,I'''' ' 2 ' •+ License*:: ! aI Engineering,Lie Description: 60A:Headers at back of bed#2 and bed#3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(o 405)L(0 27)S 0.575) 2-2x10 {` i. Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft DESIGN SUMMARY ` Design OK' Maximum Bending Stress Ratio = 0.857. 1 Maximum Shear Stress Ratio 0.504 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 976.26psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1989>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.050 in Ratio= 1205>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0498 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.784 2.784 Overall MINimum 1.688 1.688 +D+H 1.013 1.013 +D+L+H 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 +D+0.750Lr+0.750L+H 1.519 1.519 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Wood Bearn File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956 ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . #:KW ti &'•::‘::••• .. ; kms ,,. a [ice VistaStructural Engineering, 1. Description: 60A:Headers at back of bed#2 and bed#3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.784 2.784 +D+0.60W+11 1.013 1.013 +D+0.70E+H 1.013 1.013 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +D+0.750L+0.7505+0.450W+H 2.784 2.784 +D+0.750L+0.7505+0.5250E+H 2.784 2.784 +0.60D+0.60W+0.60H 0.608 0.608 +0.60D+0.70E+0.60H 0.608 0.608 D Only 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) Wood File 1/OOd Beam C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956ec6 . Software copyright ENERCALC,INC.1983 2018 Budd 1018 7 31 LIC #: 010523$ l• `` .�1II l=,:•'‘h, - .' LicenseeVista Structural En n erinr\LC Description: 60k header at front of master bath CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PI 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling C°.405)L(D,27)S(0 675) 2-2x6 Span=3.0 ft t Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft DESIGN SUMMARY - Design O a.. Maximum Bending Stress Ratio = 0.739 1 Maximum Shear Stress Ratio = 0.514 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 lb:Actual = 994.09 psi fv:Actual 106.42 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 si p Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 1936>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1173>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.fl-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.671 1.671 Overall MINimum 1.013 1.013 +D+H 0.608 0.608 +D+L+H 1.013 1.013 +D+Lr+H - 0.608 0.608 +D+S+H 1.620 1.620 +D+0.750Lr+0.750L+H 0.911 0.911 • Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C 1Users\Dennis\Dropbox\VISTAS-1\VISTAS 1\ENERCA 1\1956 ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 • #;KW-06010823': •,. ,. Y ..__Licensee to Structural Enginearl LLC- Description: 60A:header at front of master bath Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.671 1.671 +D+0.60W+H 0.608 0.608 +D+0.70E+H 0.608 0.608 +D+0.750Lr+0.750L+0.450W+}1 0.911 0.911 +D-'0.750L+0.750S+0.450W+H 1.671 1.671 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.60W+0.60H 0.365 0.365 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only L Only 0.405 0.405 S Only 1.013 1.013 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox1VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 , Wood Column ' Software copyright ENERCALC,INC.1983-2018,Build 10.18.7.31 Lic.#a6. W46O102 y t,'�. Ute': Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood c i U fll 11 File-C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ec6 Software copyright ENERCALC,INC.1983-2018 Build 1018.7 31 . KW-06010523 ' c� Vista Structural Description: 60A:Stud bearing under girder roof truss at front of house Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.562 0.4418 PASS 3.973 ft 0.01939 PASS 0.0 ft +D+0.750L+0.7505+0.5250E+H 1.000 0.562 0.4418 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.000 0.562 0.09725 PASS 3.973 ft 0.02586 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 0.562 0.09722 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.344 +D+1_41 5.544 +D+Lr+H 3.344 +D+S+H 8.844 +D+0.750Lr+0.750L+H 4.994 +D+0.750L+0.750S+H 9.119 +D+0.60W+H 0.077 0.077 3.344 +D+0.70E+H 3.344 +D+0.750Lr+0.750L+0.450W+H 0.058 0.058 4.994 +D+0.750L+0.750S+0.450W+H 0.058 0.058 9.119 +D+0.750L+0.750S+0.5250E+H 9.119 +0.60D+0.60W+0.60H 0.077 0.077 2.007 +0.60D+0.70E+0.60H 2.007 D Only 3.344 Lr Only L Only 2.200 S Only 5.500 W Only 0.128 0.128 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.013 in 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.013 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.018 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.030 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructu ral.com File=C1Users\Dennis\Dropbox\VISTAS 11VISTAJ 1\ENERCA 1\1956.ec6 WOOd COi U tll n Software copyright ENERCALC,INC.1983-2018.Build 1D 18.7.31 . Description: 60A:Stud bearing under girder roof truss at front of house Sketches j y,a. Load 1 O' Ira: v j Lei 3-2x6 Cr€i ii i ii 43 in ax Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 . Lie.#:KW-06010523 .� t al En n 4,:'... Description: 60A:Header above middle window above back of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.01)L(0,67)5(1.69) D(0.0,51_ fi 405)" 2 5.167 ......................._ �_ 1 : 3.5x9 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0—>>4.750 ft, Tributary Width=27.0 ft,(Roof) Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690 k @ 4.750 ft DESIGN SUMMARY :,. OK Maximum Bending Stress Ratio = 0.735 1 Maximum Shear Stress Ratio = 0.651 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 tb:Actual = 2,027.49psi fv:Actual = 198.37 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.653ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 852>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.159 in Ratio= 489>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max. -"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.366 4.225 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Wood Beam =C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 #y -f)601O52 �<. LiVistaS:1t etur En ineering,LLC% ; Description: 60A:Header above middle window above back of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.490 2.407 +D+H 1.753 1.701 +D+L+H 2.747 2.659 +D+Lr+H 1.753 1.701 +3+5+1-1 4.243 4.108 +D+0.750Lr+0.750L+1i 2.498 2.420 +0+0.750L+0.750S41 4.366 4.225 +0+0.60W+H 1.753 1.701 +D+0.70E+H 1.753 1.701 +D+0.750Lr+0.750L+0.450W+H 2.498 2.420 +3+0.750L+0.750S+0.450W+H 4.366 4.225 +3+0.750L+0.750S+0.5250E+1-1 4.366 4.225 +0.600+0.60W+0.60H 1.052 1.021 +0.600+0.70E+0.60H 1.052 1.021 D Only 1.753 1.701 Lr Only L Only 0.994 0.958 S Only 2.490 2.407 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983 2018 Build:10.18.7.31 . KW46040#23 `..',••.LiCensee:Vista e"Ena ri° Description: 60A:headers at side windows at back of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1.01)L00=68)S(1,69) 2-2x6 :n Span=35O ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.010, L=0.680, S=1.690 k@1.0ft Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) DESIGN SUMMARY ... Ill:OK . .. . Maximum Bending Stress Ratio = 0.766 1 Maximum Shear Stress Ratio 0.694 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 951.71 psi fv:Actual = 143.66 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.009ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3149>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1767>=240. l Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +1D+0.750L+0.750S+0.5250E+1 1 0.0238 1.584 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.131 0.936 Overall MINimum 1.207 0.483 +D+H 0.861 0.429 +D+L+H 1.347 0.623 +D+Lr+H 0.861 0.429 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@alil Ole=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAd-1\ENERCA-1\1956ec6 . Software copyright ENERCALC,INC.1983 2018,Build:1018.7.31 . i #:KIN-06010523'. , 'v • \ t'ILgineeFng,\�~.. Description: 60A:headers at side windows at back of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.069 0.911 +D+0.750Lri0.750L4l 1.226 0.574 +D+0.750L+0.750S+H 2.131 0.936 +D+0.60W+H 0.861 0.429 +D+0.70E+H 0.861 0.429 +0+0.750Lrv-0.750L+0.450W+FI 1.226 0.574 +D+-0.750L+0.750S+0.450W41 2.131 0.936 +3+0.750L+0.7505+0.5250E41 2.131 0.936 +0.60D+0.60W+0.60H 0.517 0.257 +0.60D+0.70E+0.60H 0.517 0.257 D Only 0.861 0.429 Lr Only L Only 0.486 0.194 S Only 1.207 0.483 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\DennislDtopbox\VISTAS-1\VISTAJ-1\ENERCA--111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31_ 010 23 • - � ILicensee:Vista Structural LLC Description: 60A:beam at right side of kitchen CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,1655)L(0.44) D(g08) ° r _ _ 2-2x6 Span=3.s0ft ... �A . „ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.715 1 Maximum Shear Stress Ratio = 0.453 1 Section used for this span 2-2x6 Section used for this span 2-2x6 ib:Actual = 836.67psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Da Location in Span +34+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com Wood Beam File=C\Users\Dennis\Dnopbox\VISTAS 1\VISTAJ--1\ENERCA 111956 ec6 . Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 . LIC #v' 0.. 2.. Description: 60k beam at right side of kitchen Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 r 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+11 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W41 1.013 1.013 +D+0.750L+0.7505+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.5250E+11 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only tS } Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood BeaCTI File C:\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA--1\1956ec6 Software copyright ENERCALC,INC 1983 2018 Build:10.18.7.31 . r Lte Description: 60A:beam at right side of powder room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling DO 165)L(0.44) o(Ons 2-2x6 Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN SUMMARY eel Maximum Bending Stress Ratio = 0.715 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67psi fv:Actual = 81.57 psi FB:Allowable 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +p+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Be$CTl File=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 ssoi Y s ° Licensee vista t ral En./namingLLc,'. Description: 60A:beam at right side of powder room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 -- +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W41 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1956ec6 Software copyright ENERCALC,INC 1983-2018 BuiId:1018 7 31 . 05 � �.. \„, .r« ri -.. ...g Description: 60A:beam at left side of stair opening CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend- 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0 165)1(0.44) D(,01(4£3). 2-2x6 Span 3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.715 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.”"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastructu ral.com wood Beam File=C1Users\Dennis\Dropbox\VISTAS 1\VISTAJ 11ENERCA 1\1956ec6 Software copyright ENERCALC INC 1983-2018 Build 1018 7.31 . :KW-06010523 � •„'?, f"" LiVista Structural Engineeiin . Description: 60A:beam at left side of stair opening Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +0+0.750L1+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.7505+0.450W41 1.013 1.013 +D+0.750L+0.7505+0.5250E41 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@BCtI File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . '.. 1N-060105 � .,,t ° .. 3. � • ! Licensee:Vista Structtitai Ert Y. Description: 60A:HEADER at right side of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.1q§) 2-2x8 Span'=2.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>2.50 ft, Tributary Width=11.0 ft DESIGN SUMMARY t si«n OK Maximum Bending Stress Ratio = 0.226 1 Maximum Shear Stress Ratio = 0.170 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 244.35psi fv:Actual = 30.60 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 11756>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.004 in Ratio= 7551>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0040 1.259 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.856 0.856 Overall MINimum 0.550 0.550 +D+H 0.306 0.306 +D+L+H 0.856 0.856 +D+Lr+I1 0.306 0.306 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA 1\1956ec6 Wood Beam yyyy yy{{� Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 #`o 010523 j/.. - / 1'Y. '2:2, • ‘, Licensee:Vista Stnictural Engineering,MX l., Description: 60A:HEADER at right side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.306 0.306 +D+0.750Lr+0.750L+H 0.719 0.719 +D+0.750L+0.750S+H 0.719 0.719 +D+0.60W+H 0.306 0.306 +D+0.70E+H 0.306 0.306 +D+0.750Lr+0.750L+0.450W+H 0.719 0.719 +D+0.750L+0.750S+0.450W+H 0.719 0.719 +D+0.750L+0.750S+0.5250E+H 0.719 0.719 +0.60D+0.60W+0.60H 0.184 0.184 +0.60D+0.70E+0.60H 0.184 0.184 D Only 0.306 0.306 Lr Only L Only 0.550 0.550 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@aCTI File C\Users\Dennis\Dropbox\VISTAS11VISTAJ-1\ENERCA 111956ec6 Software copyright ENERCALC,INC 1983-2018,Budd 1018 7 31 . Lk.#11111 .523 • Licensee` ineerin LLC Description: 60A:beam at front left of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.165)L(0.44) • 2-2x6 } Span=3:506 .t€ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.715 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 lb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max. "Deft Location in Span Load Combination Max."+"Defl Location in Span +D-4.+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Be811t File=C\Users\Dennislcropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ecb Software copyright ENERCALC,INC.1983-2018 Build 1018 7 31 Ur.#:MI-06010523 u •r ���� � ,,' • \\ Licensee:Vista Structural En In ring, A Description: 60A:beam at front left of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 +D+5+1-1 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-11VISTA3-1\ENERCA-111956 ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018.Build:1018 7.31_'. L ic:#:Kiiii 06010523' Licensee LLCu Description: 60A:beam at front of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.075)L(0.2) D(0'08) , . 2-2x6 Span 3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Desi`•n OK Maximum Bending Stress Ratio = 0.369 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 ib:Actual = 431.28psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination _ +D+L+H Load Combination +D+L+H Location of maximum on span 1.750ft Location of maximum on span 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.350 0.350 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com VVOOCIBeam File=C\Users\Demos\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018 7 31 LIC.# ^ O gra •. .p7:AFF / i %F �•� u Licensee ' 'IS`# 9 til.,LLC Description: 60A:beam at front of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 + 0.271 0.271 +D+-0.750Lr+0.750L41 0.534 0.534 +D+0.750L+0.750S41 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bean\ File-C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111956ec6 Software copyright ENERCALC,INC.1983-2018,Build:1018.7.31 Lit. -0 � ,,:' . .,Lie Vista StructuraEngineeting,LLC- Description: 60A:beam at front of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling p{0,075)L(0.2) 8 r D1{7'08) Q g 2-2x6 Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.369 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28psi fv:Actual 42.05 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.350 0.350 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@atTl File-C:\Users\Dennis\Dropbox\VISTAS-1WISTAJ-1\ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018 Build 1018 7 31 f:KIN.4600523 ,• ' ' ` Licensee.>;•Vista : r a 0irieering, Description: 60A.beam at front of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H -- 0.271 0.271 +D+0.75OLr+0.750L+H 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.7505+0.450W+H 0.534 0.534 +D+0.750L+0.7505+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructu ral.corn Wood B@anl File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . rLLC Description: 60A:beam at front of front porch CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend- 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 919.0525)L(0.14) O. S p 4x8 Span=7.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.50 ft DESIGN SUMMARY...._ Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 4x8 Section used for this span 4x8 ib:Actual = 653.22 psi fv:Actual = 46.91 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1008>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0833 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.490 0.490 +D+H 0.464 0.464 +D+L+H 0.954 0.954 +D+Lr+H 0.464 0.464 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Wood BeamAle=C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . : Licensee . tructurat Egg Description: 60A:beam at front of front porch Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.464 0.464 +13+0.750Lr+0.750L4l 0.831 0.831 +D+0.750L+0.750S+H 0.831 0.831 +D+0.60W+H 0.464 0.464 +D+0.70E+H 0.464 0.464 +0+0.750Lr+0.750L+0.450W41 0.831 0.831 +D+0.750L+0.7505+0.450W+H 0.831 0.831 +D+0.750L+0.7505+0.5250E4I 0.831 0.831 +0.600+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.464 0.464 Lr Only L Only 0.490 0.490 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beath File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 . Software copyrightlENERCALC,INC.1983-2018,Build:10.18.7.31 Lis.#:10N-06010523 .;• ••• iice.nsee:Vista Structural Engineerin LLC Description: 60A:beam at left side of dining room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASC E7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O 1fs5 L(044 _ Cefik C 2-2x10 Span=6.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 tb:Actual = 872.22psi fv:Actual = 83.43 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 1766>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.064 in Ratio= 1124>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +3+L+H 1 0.0640 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.073 2.073 Overall MINimum 1.320 1.320 +D+H 0.753 0.753 +D+L+H 2.073 2.073 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Wood Beam C\Users\Dennis\Dropbox\VISTAS 1WISTAJ 11ENERCA 111956ec6 . Software copyright ENERCALC,INC 1983 2018 Build 10 18 7.31 . u tKWJ-060110 2 � .: .,. \ v.`g ,, :s '.V ? Description: 60A:beam at left side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.753 0.753 +D+S+H 0.753 0.753 +D+0.750Lr+0.750L+H 1.743 1.743 +D+0.750L+0.750S+H 1.743 1.743 +D+0.60W+H 0.753 0.753 +D+0.70E+H 0.753 0.753 +D+0.750Lr+0.750L+0.450W+H 1.743 1.743 +D+0.750L+0.7505+0.450W+H 1.743 1.743 +D+0.750L+0.750S+0.5250E+H 1.743 1.743 +0.60D+0.60W+0.60H 0.452 0.452 +0.60D+0.70E+0.60H 0.452 0.452 D Only 0.753 0.753 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@afTl File=C:\Users\Dennis\Dropbox\VISTAS-1\V1STAJ-11ENERCA-111956 ec6 ; Software copyright ENERCALC,INC.1983-2018,Build:10.18 7 31 Lfc.#:KW-0601052S • • ' see:Vista Structural Engineering,L1. Description: 60A:Beam in second floor system supporting right end of girder truss CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 2600 psi Ebend-xx 1900ksi Fc-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species :Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling O(3..3)L(2.2)$(5.5 2-1.75x14 44, Span=7.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=3.30, L=2.20, S=5.50k@1.Oft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 813.43psi fv:Actual = 39.69 psi FB:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.022ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 4375>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.032 in Ratio= 2651>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defi Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750Si0.5250E4l 1 0.0317 3.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 4.714 0.786 +D+H 2.829 0.471 +D+L-'H 4.714 0.786 +D+Lr+H 2.829 0.471 +D+5+11 7.543 1.257 +D+0.750Lr+0.750L+H 4.243 0.707 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastru ctu ral.co m Wood Beam C:hUsers\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . etc , KW-060105234 jF • ' • ' .-S• Licensee=Vista Structural. n•tnn Description: 60A:Beam in second floor system supporting right end of girder truss Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+4-1 7.779 1.296 +0+0.60W+H 2.829 0.471 +D+0.70E+H 2.829 0.471 +D+0.750Lr+0.750L+0.450W+H 4.243 0.707 +D+0.750L+0.750S+0.450W+H 7.779 1.296 +0+0.750L+0.750S+0.5250E+H 7.779 1.296 +0.60D+0.60W+0.60H 1.697 0.283 +0.60D+0.70E+0.60H 1.697 0.283 D Only 2.829 0.471 Lr Only L Only 1.886 0.314 S Only 4.714 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@yistastructural.com Wood BeamFle=C.\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Budd 1018 7 31 . tic.* -O60105 < V ayf -S' Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0-135)L(0.36) 4x10 Span 7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x1 0 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max. -'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 1.260 1.260 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +0+0.750Lr40.750L41 1.418 1.418 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructu ral.com Wood B@atl File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111956ec6 . Software copyright ENERCALC,INC.1983-2018.Build:10.18.7:31 Description: 60A:Flush beam above right side of stair opening in first and second floor systems Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +3+0.750Lr-+0.750L+0.450W41 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\DennisTropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1956ec6 . �,� ,Software copyright ENERCALC,INC 1983-2018 Build:1018 7.31 . LIC;;#:X801 i5 ,•; '° a�� a, �-• \�`.�Z',.��'�`€u.¢`a ,%',°,c aLice,!... ,. En 9.... - :.L..... Description: 60A:Beam supporting rear wall of main floor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.16) D(0.4125)L(0„127,516(0.6875), 5.5x22.5 Span=21.50 it Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.50 ft,(Roof load) Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) DESIGN SUMMARY Desi<n EEK Maximum Bending Stress Ratio = 0.810 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,933.98psi fv:Actual = 140.35 psi FB:Allowable = 2,388.53psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 19.695ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection j Max Downward Transient Deflection 0.354 in Ratio= 729>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 1 Max Downward Total Deflection 0.666 in Ratio= 387>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6661 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.915 13.915 Overall MINimum 7.391 7.391 +D+H 6.154 6.154 +D+L+H 9.111 9.111 +D+Lr+H 6.154 6.154 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Wood 8@8011 Filo C\Users\Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA 1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . KW-0601052 _ ,,. . ._ • ? 1,..• Licensee:Vista Structural Engineering,' Description: 60A:Beam supporting rear wall of main floor Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 13.545 13.545 +D+0.750Lr+0.750L+H 8.372 8.372 +Di0.750L+0.750S+H 13.915 13.915 +D+0.60W+H 6.154 6.154 +D+0.70E+H 6.154 6.154 +D+0.750Lr+0.750L+0.450W+H 8.372 8.372 +D+0.750L+0.750S+0.450W+H 13.915 13.915 +D+0.750L+0.750S+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +O.60D+O.70E+0.60H 3.693 3.693 D Only 6.154 6.154 Lr Only L Only 2.956 2.956 S Only 7.391 7.391 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bec"�f71 File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18 7 31 #:KW-06010523v '," i is LicenseeM., fid StrOstural E gIfeering>::U-C Description: 60A:Header above garage door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)L(0.06)5(0.15) 6x12 Span=16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY -. Design OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 tb:Actual = 833.73psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 531>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 1.238 1.238 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+5+1-1 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bearn File=C 1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018.7.31 10A1-06010523 i � • • y., ••- LiCensee LYIsta Structural Erifiu ! Description: 60A:Header above garage door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750541 2.042 2.042 +D+0.60W+l-1 0.743 0.743 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+H 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File-C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ--1\ENERCA--1\1956 ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 , O �� i��` sa��•' ' ' �� 4•: ``'���� 'Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx I,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.11)L(0.44) 4x8 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY :.Design OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 1.430 1.430 +D+H 0.358 0.358 +D+L+H 1.788 1.788 +D+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +0+0.750Lr+0.750L+1-1 1.430 1.430 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,1Oregon 97229 Project ID:Descr:Tuckunder Cottages(60 series)56 Project9 dennis@vistastructural.com Wood BeamFile=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 tic.# 6fltO ; e d • • Description: 60A:Beam through middle of crawl space Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +1J .750E+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+O.70E+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +D+O.750L+0.750S+0.450W+}t 1.430 1.430 +D+0.750L+0.750S+O.5250E+11 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Column File-C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyrightENERCALC,INC.1983-2018,Build:10.18.7.31 ` `3,�, °, 'Structural Engineering,LLC Llc. ;Id16i910523 � � ..<t: .l�s ���.. Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Used for non slender car'curarlcns) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pcf y 76.255 inA4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 •' U3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis-: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:60.897 lbs'Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=6.150,L=2.960,S=7.390 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0320 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5186:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+0.450W Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 13.973k for load combination: n/a Applied Mx 0.1458 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 890.82 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02380:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 9.0 ft Applied Design Shear 4.284 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.660 0.2305 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L 1.000 0.660 0.3403 PASS 0.0ft 0.0 PASS 9.0 ft +D+Lr 1.000 0.660 0.2305 PASS 0.0ft 0.0 PASS 9.0 ft +D+S 1.000 0.660 0.5047 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L 1.000 0.660 0.3129 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505 1.000 0.660 0.5185 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W 1.000 0.660 0.2305 PASS 4.470 ft 0.02380 PASS 9.0 ft +D+0.70E 1.000 0.660 0.2305 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W 1.000 0.660 0.3129 PASS 4.470 ft 0.01785 PASS 9.0 ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood COlUtlltl File=C:II)sers\Dennis\DiopboxlVISTAS-11VtSTA3-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build 1018 7.31 Lice:... 1523 ;: :: ...• s see:Nista Structural En_In*unng,LIC Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.7505+0,450W 1.000 0.660 0.5186 PASS 4.470 ft 0.01785 PASS 9.0 ft +D+0.750L+0.7505+0,5250E 1.000 0.660 0.5185 PASS 0.0ft 0.0 PASS 9.0ft +0.60D+0.60W 1.000 0.660 0.1383 PASS 4.470 ft 0.02380 PASS 9.0 ft +0.60D+0.70E 1.000 0.660 0.1383 PASS 0.0ft 0.0 PASS 9.0ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top ©Base @ Base @ Top @ Base @ Top Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Sketches E Lcd ( i o' o to If. :. otic.,, yP pl I Pli. 530 in ,, Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General FootingFile C:\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1956.ec6 Softwa e copyright ENERCALC,INC.1983-2018,BuiId:10.18 7:31 . 4M1 1523 ?: -.. Nista Stn = ng C, Description: 60A: •Footings under ends of roof girder truss Code References-` Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi By oting Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Increase PassiveBearing ResistanceFo (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based footing Depth Analysis Settings Footing base depth on below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes = ksf Allowable pressure increase per foot ofdepth Use ftg wt for stability,moments&shears Yes Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.250 ft Length parallel to Z-Z Axis = 2.250 ft Y Footing Thickness = 10.0 in A Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis -- in i , Height in f Rebar Centerline to Edge of Concrete... ' at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z Z Axis f, %/% Number of Bars = 3 _ ii% Reinforcing Bar Size = # 4 j pax Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a ..s... #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.30 2.20 5.50 k OB:Overburden = ksf M-xx = k k-ft M-zz = k k-ft V-x = V-z = Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File=C:Users1Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA 111956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build 1018 7.31 KW-06010523 , ...'.., s,,.'s Licensee k::Vista Structural Engine W. Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY �. Design Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3173 Z Flexure(+X) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ftlft 5.461 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.2142 1-way Shear(+X) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(-X) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(+Z) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(-Z) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4013 2-way Punching 65.934 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D-FH 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+L+H 2.0 n/a 0.0 1.207 1.207 n/a n/a 0.604 X-X,+D+Lr+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0,386 X-X,+D+S+H 2.0 n/a 0.0 1.859 1.859 n/a n/a 0.930 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.099 1.099 n/a n/a 0.550 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.099 1.099 n/a n/a 0.550 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4636 0.4636 n/a n/a 0.232 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4636 0.4636 n/a n/a 0.232 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.207 1.207 0.604 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.859 1.859 0.930 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.099 1.099 0.550 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+0.70E+1-1 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.099 1.099 0.550 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4636 0.4636 0.232 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4636 0.4636 0.232 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File-C\Users\Dennis\Dropbox\VISTAS-1IVISTAJ-1\ENERCA-1\1956 ec6 . General Footing Software copyright ENERCALC,INC.1983 2018,Build:10.18 7:31 . 0523 , ' a ,:--:•.', sa r ,•:',• •'•:,'!,1, Licensee Structural a 6@t'�In n . . , C Description: 60A:Footings under ends of roof girder truss Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface in"2 in"2 in02 k-ft X-X,+1.40D+1.60H 0.5775 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.5775 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.279 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+1.60H 1.279 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+O.50L+1.60S+1.60H 1.733 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.505+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D-r0.50L+0.20S+E+1.60H 0.770 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.5775 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.5775 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.279 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.605+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.770 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.87 psi 5.87 psi 5.87 psi 5.87 psi 5.87 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 9.50 psi 9.50 psi 9.50 psi 9.50 psi 9.50 psi 82.16 psi 0.12 0.00 +1.20D+1.60L+0.505+1.60H 12.99 psi 12.99 psi 12.99 psi 12.99 psi 12.99 psi 82.16 psi 0.16 0.00 +1.20D+1.60Lr+0.50L+1.60H 6.43 psi 6.43 psi 6.43 psi 6.43 psi 6.43 psi 82.16 psi 0.08 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.03 psi 5.03 psi 5.03 psi 5.03 psi 5.03 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.605+1.60H 17.60 psi 17.60 psi 17.60 psi 17.60 psi 17.60 psi 82.16 psi 0.21 0.00 +1.20D+1.605+0.50W+1.60H 16.20 psi 16.20 psi 16.20 psi 16.20 psi 16.20 psi 82.16 psi 0.20 0.00 +1.20D+0.50Lr+0.50L+W+1.601-1 6.43 psi 6.43 psi 6.43 psi 6.43 psi 6.43 psi 82.16 psi 0.08 0.00 +1.20D+0.50L+0.50S+W+1.60H 9.92 psi 9.92 psi 9.92 psi 9.92 psi 9.92 psi 82.16 psi 0.12 0.00 +1.20D+0.50L+0.205+E+1.60H 7.82 psi 7.82 psi 7.82 psi 7.82 psi 7.82 psi 82.16 psi 0.10 0.00 +0.90D+W+0.90H 3.77 psi 3.77 psi 3.77 psi 3.77 psi 3.77 psi 82.16 psi 0.05 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing He=C\Users\Dennis\Dropbox\VISTAS-11VtSTA3-11ENERCA 111956ec6 . # \\ Software copyrightllENERCALC,INC.1983 2018,Build 1018 7 31 . Lie. .s *'t� '... tib:= ...z ��, .•_i'.;,.�a�.�.. ' ? �i,.`.1��.,�;a�x,.. c`3� �a�,3.�.'� • .. :Vista. StCuGtUnd E ".bulering,11.0 Description: 60A:Footings under ends of roof girder truss One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 3.77 psi 3.77 psi 3.77 psi 3.77 psi 3.77 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... _ Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 21.98 psi 164.32 psi 0.1338 OK +1.20D+0.50Lr+1.60L+1.60H 35.58 psi 164.32 psi 0.2166 OK +1.20D+1.60L+0.505+1.60H 4-8.67 psi 164.32psi 0.2962 OK +1.20D+1.60Lr+0.50L+1.60H 24.07 psi 164.32psi 0.1465 OK +1.20D+1.60Lr+0.50W+1.60H 18.84 psi 164.32 psi 0.1146 OK +1.20D+0.50L+1.605+1.60H 65.93 psi 164.32psi 0.4013 OK +1.20D+1.605+0.50W+1.60H 60.70 psi 164.32 psi 0.3694 OK +1.20D+0.50Lr+0.50L+W+1.60H 24.07 psi 164.32psi 0.1465 OK +1.20D+0.50L+0.50S+W+1.60H 37.15 psi 164.32psi 0.2261 OK +1.20D+0.50L+0.205+E+1.60H 29.30 psi 164.32 psi 0.1783 OK +0.90D+W+0.90H 14.13 psi 164.32 psi 0.08599 OK +0.90D+E+0.90H 14.13 psi 164.32 psi 0.08599 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645 0901 Project Descr:Tuckunder Cottages(60 series) oturatell**- - den nis@vistastructural.com General FootingFile=C:\Users\De nis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:1 0.18.7.31 U_#:KWtb53 T, . .. .' Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf ty:Rebar Yield = 40.0 ksi Increase Bearing.By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resstance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 �p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base.depth below soil surface = ft Min Steel%Bending Reinf. = Allow press. ncrease per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis. = 2.750 ft Length parallel to Z-Z Axs = 2.750 ft Footing Thickness = 10.0 in • Pedestal dimensions... ' i '` px:parallel to X-X Axis = in k, pz:parallel to Z-Z Axis = in Height in �� Rebar Centerline to Edge of Concrete.= .. at Bottom of footing 3.0 in Reinforcing ? Bars to Axs Numberparallel of BarsX-X = 3 Reinforcing Bar Sizei = # 4 Bars parallel to Z-Z Axis Number of Bars Size = 3.0 Reinforcing Bar = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction RequiriCloser Separation n/a ng n/a `� " �°� '" #Bars required within zone #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 6.150 k 2.960 7.390 k OB:Overburden = ksf M-xx = k- ft M-zz = k-ft V-x = V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Fooling File C1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 U � � 0523'g . �", : Software Licensee vista 198x 201$ Build :10.18.7.31 INC ,6 10.18.7.31 al Engineedn!,MX Description: 60A:Footings under ends 5 1/2"x 31 1/2"glulam beam above garage DESIGN SUMMARY ''''''Y'' 'sign OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5760 Z Flexure(+X) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 Z Flexure(-X) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(+Z) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(-Z) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3161 1-way Shear(+X) 25.967 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.3161 1-way Shear(-X) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3161 1-way Shear(+Z) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3161 1-way Shear(-Z) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6112 2-way Punching 100.423 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+L+H 2.0 n/a 0.0 1.325 1.325 n/a n/a 0.663 X-X,+D+Lr+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+S+H 2.0 n/a 0.0 1.911 1.911 n/a n/a 0.956 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.228 1.228 n/a n/a 0.614 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+D+0.60W+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+0.70E+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.228 1.228 n/a n/a 0.614 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.5604 0.5604 n/a n/a 0.280 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.5604 0.5604 n/a n/a 0.280 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.325 1.325 0.663 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.911 1.911 0.956 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.228 1.228 0.614 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+D+0.60W++l 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.228 1.228 0.614 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+Q.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.5604 0.5604 0.280 Z-Z,1-0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.5604 0.5604 0.280 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File C9 Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956ec6 . g Software copyright ENERCALC INC 1983 2018,Build:1018 7 31 . Lie..#:KW-06010,523......'° " ',:, �..• , l g Structural.... X1'... 4.. Description: 60A:Footings under ends 5 1/2"x 31 1/2"glulam beam above garage Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.40D+1.60H 1.076 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.976 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.50S+1.601-1 1.976 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.205+E+1.60H 1.292 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr-O.50W+1.60H 0.9225 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.586 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.586 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.401 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.401 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 15.21 psi 15.21 psi 15.21 psi 15.21 psi 15.21 psi 82.16 psi 0.19 0.00 +1.20D+1.60L+0.505+1.60H 19.85 psi 19.85 psi 19.85 psi 19.85 psi 19.85 psi 82.16 psi 0.24 0.00 +1.20D+1.60Lr+0.50L+1.60H 11.12 psi 11.12 psi 11.12 psi 11.12 psi 11.12 psi 82.16 psi 0.14 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.60S+1.60H 25.97 psi 25.97 psi 25.97 psi 25.97 psi 25.97 psi 82.16 psi 0.32 0.00 +1.20D+1.60S+0.50W+1.60H 24.11 psi 24.11 psi 24.11 psi 24.11 psi 24.11 psi 82.16 psi 0.29 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 11.12 psi 11.12 psi 11.12 psi 11.12 psi 11.12 psi 82.16 psi 0.14 0.00 +1.20D+0.50L+0.50S+W+1.60H 15.76 psi 15.76 psi 15.76 psi 15.76 psi 15.76 psi 82.16 psi 0.19 0.00 +1.20D+0.50L+0.20S+E+1.60H 12.98 psi 12.98 psi 12.98 psi 12.98 psi 12.98 psi 82.16 psi 0.16 0.00 +0.90D+W+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File=ClUsers\Dennis\Dropbox1VISTAS-1\VISTAJ-11ENERCA-1\1956ec6 . Software copyright ENERCALC INC 1983-2018,Build 1018 7 31 tic.. " 't ''. . ' 'a Description: 60A:Footings under ends 5 1/2"x 31 1/2"glulam beam above garage One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 41.80 psi 164.32psi 0.2544 OK +1.20D+0.50Lr+1.60L+1.60H 58.82 psi 164.32psi 0.358 OK +1.20D+1.60L+0.505+1.60H 76.76 psi 164.32 psi 0.4672 OK +1.20D+1.60Lr+O.50L+1.60H 43.02 psi 164.32 psi 0.2618 OK +1.20D+1.60Lr+0.50W+1.60H 35.83 psi 164.32 psi 0.2181 OK +1.20D+0.50L+1.605+1.60H 100.42 psi 164.32 psi 0.6112 OK +1.20D+1.605+0.50W+1.60H 93.24 psi 164.32 psi 0.5674 OK +1.20D+0.50Lr+0.50L+W+1.60H 43.02 psi 164.32psi 0.2618 OK +1.20D+0.50L+0.505+W+1.60H 60.96 psi 164.32psi 0.371 OK +1.20D+0.50L+0.205+E+1.60H 50.19 psi 164.32 psi 0.3055 OK +0.90D+W+O.90H 26.87 psi 164.32psi 0.1635 OK +0.90D+E+0.90H 26.87 psi 164.32psi 0.1635 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTA,1-11ENERCA--111956.ec6- General Footing Software copyright ENERCALC,INC.19832018 Build:10.18.7.31 . Description: 60B&D:Footings under ends 51/2"x 191/2"glulam beam above garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.667 ft Length parallel to Z-Z Axis = 1.667 ft Footing Thickness = 10.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in ° Height - in Rebar Centerline to Edge of Concrete... n at Bottom of footing = 3.0 in to Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 41,III'II Bars parallel to Z-Z Axis * /'= 2.0 04 Reinforcing Bar Size = # 4 ( .3" Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zonen/a x-x °RL ok to zz snia 0 to rx #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street. Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General FootingFile=C:\Users1Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983 2018,Build:10.18 7 31 i I'giii4080105,23 .. I9I1Licensee:Vista Structural Engineering,tie Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage DESIGN SUMMARYsigt Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9180 Soil Bearing 1.836 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1655 Z Flexure(+X) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1655 Z Flexure(-X) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(+Z) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(-Z) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-X) 6.985 psi 82.158 psi +1.20D+1.60L+0.505+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1791 2-way Punching 29.424 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+L+H 2.0 n/a 0.0 1.762 1.762 n/a n/a 0.881 X-X,+D+Lr+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+S+H 2.0 n/a 0.0 1.474 1.474 n/a n/a 0.737 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.617 1.617 n/a n/a 0.809 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+D+0.60W+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+0.70E+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.617 1.617 n/a n/a 0.809 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7094 0.7094 n/a n/a 0.355 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.7094 0.7094 n/a n/a 0.355 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.762 1.762 0.881 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.474 1.474 0.737 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.617 1.617 0.809 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0.918 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.617 1.617 0.809 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0.918 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0.918 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7094 0.7094 0.355 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7094 0.7094 0.355 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA 1\1956ec6 . g Software copyright ENERCALC,INC 1983-2018 Budd 1018 7 31 . .....`KW' x :. \\.:. • L-' -z.'.• ;ViAtifiAtivotural . . t1k. Description: 60B&D.Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.40D+1.60H 0.5163 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.505+1.60H 0.8151 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.605+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.605+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.605+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.605+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+O.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.505+W+1.60H 0.5938 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.5634 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.42 psi 4.42 psi 4.42 psi 4.42 psi 4.42 psi 82.16 psi 0.05 0.00 +1.20D+0.50Lr+1.60L+1.60H 6.55 psi 6.55 psi 6.55 psi 6.55 psi 6.55 psi 82.16 psi 0.08 0.00 +1.20D+1.60L+0.50S+1.60H 6.99 psi 6.99 psi 6.99 psi 6.99 psi 6.99 psi 82.16 psi 0.09 0.00 +1.20D+1.60Lr+0.50L+1.60H 4.65 psi 4.65 psi 4.65 psi 4.65 psi 4.65 psi 82.16 psi 0.06 0.00 +1.20D+1.60Lr+O.50W+1.60H 3.79 psi 3.79 psi 3.79 psi 3.79 psi 3.79 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+1.60S+1.60H 6.04 psi 6.04 psi 6.04 psi 6.04 psi 6.04 psi 82.16 psi 0.07 0.00 +1.20D+1.60S+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.16 psi 0.06 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 4.65 psi 4.65 psi 4.65 psi 4.65 psi 4.65 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+O.50L+0.20S+E+1.60H 4.83 psi 4.83 psi 4.83 psi 4.83 psi 4.83 psi 82.16 psi 0.06 0.00 +0.90D+W+0.90H 2.84 psi 2.84 psi 2.84 psi 2.84 psi 2.84 psi 82.16 psi 0.03 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructu ral.com File C'\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956 ec6 General Footing Software copyright ENERCALCINC.19832018 Build10187.31 U #' KW •x y:Vista Structural Engineering, may: Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 2.84 psi 2.84 psi 2.84 psi 2.84 psi 2.84 psi 82.16 psi 0.03 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 18.64 psi 164.32psi 0.1134 OK +1.20D+0.50Lr+1.60L+1.60H 27.60 psi 164.32psi 0.1679 OK +1.20D+1.60L+0.505+1.60H 29.42 psi 164.32 psi 0.1791 OK +1.20D+1.60Lr+0.50L+1.60H 19.61 psi 164.32 psi 0.1193 OK +1.20D+1.60Lr+0.50W+1.60H 15.97 psi 164.32 psi 0.09721 OK +1.20D+0.50L+1.605+1.60H 25.45 psi 164.32 psi 0.1549 OK +1.20D+1.605+0.50W+1.60H 21.82 psi 164.32 psi 0.1328 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.61 psi 164.32 psi 0.1193 OK +1.20D+0.50L+0.50S+W+1.60H 21.43 psi 164.32 psi 0.1304 OK +1.20D+0.50L+0.20S+E+1.60H 20.34 psi 164.32psi 0.1238 OK +0.90D+W+0.90H 11.98 psi 164.32psi 0.07291 OK +0.90D+E+0.90H 11.98 psi 164.32 psi 0.07291 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAd 1\ENERCA 1\1956.ec6 Software copyright ENERCALC,INC 1983 2018 Build:10.18.7.31 . • 1_ic..0;a 523 ,s':'•'''' a .t 1... -'�i .' ",`Licensee Structural l in,.'Mowing.LIC Description: 60B&D:Header at right side of master bath and 2nd floor community bath CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling w,... 3._ Diu 195)L(O.13)8(9.325p mo _ _ ... (3 atiA 2- x6 Obis Span=2.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0,0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK ; Maximum Bending Stress Ratio = 0.247 1 Maximum Shear Stress Ratio 0.187 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 332.39psi N:Actual = 38.70 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 6948>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4211>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.406 0.406 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+5+1-1 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\DennislDropbox\VISTAS-11VISTAJ-1\ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 rC # 0105 *.. . .•..,,, Description: 60B&D:Header at right side of master bath and 2nd floor community bath Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +3+0.750Lr+0.750L+0.450W41 0.366 0.366 +D+0.750L+0.750S+0.450W+H 0.670 0.670 +0+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com WOOd BeaCll File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 . ' Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling fyi0,195 L 0 1 8(0.325' 2- Span=3.0 ft 1 .t Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.356 1 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 478.64psi fv:Actual = 51.24 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4021>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 2437>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Del Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0148 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)amum 0.804 0.804 Overall MINimum 0.488 0.488 +D+1-I 0.293 0.293 +D+L+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 0.439 0.439 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beath File=C`.\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983 2018,Budd 1018.7.31 . Lk #t KW-0601023 K :••••%`‘- '\ ..3�\ Strustural Engineerings LLC Description: 60B&D:Header at right side of laundry room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 + .75 .75 +H 0.804 0.804 +D+0.60W+H 0.293 0.293 +D+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +D+0.750L+0.750S+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+O.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam Ole=C:\UserstDennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 Lrc # KW.08010523, ���a �� :Vista Structural ,, L Description: 60B&D:Header at left side of bedroom#4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,195)L(0.13)S{0.325) 2-2x8 Span=5.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design 4K Maximum Bending Stress Ratio = 0.745 1 Maximum Shear Stress Ratio = 0.384 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 925.84 psi fv:Actual = 79.43 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.750ft Location of maximum on span = 4.898ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio= 1494>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 905>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0729 2.770 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.475 1.475 Overall MINimum 0.894 0.894 +D+H 0.536 0.536 +D+L+H 0.894 0.894 +D+Lr+H 0.536 0.536 +D+S+H 1.430 1.430 +D+0.750Lr+0.750L+H 0.804 0.804 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID:Descr:Tuckunder Cottages(60 series) 56 (971)645-0901 Project9 dennis@vistastructural.com Wood Beam File=CvUsersIDennis vDropboxvVISTAS-1vVISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983.2018,Build 1018 7 31 53 JJ Description: 60B&D:Header at left side of bedroom#4 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.475 1.475 +D+0.60W+H 0.536 0.536 +D+0.70E+H 0.536 0.536 +D+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.450W+H 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +O.60D+0.60W+0.60H 0.322 0.322 +O.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood BeS117 File=C:\Users\Dennis\Dtopbox\ISTAS-1\VISTA3-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tic.#:KW-060082 ��x... Structural,Ell x ,...k', Description: 60B&D:Header at left side of stairway on roof framing plan CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _....... D(0195)L(01.13),§.,(9.,,,32 ,1 2-2x8 Span-4.506 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.499 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78psi fv:Actual = 61.35 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.250ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2729>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1654>=240. • Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0326 2.266 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.207 1.207 Overall MINimum 0.731 0.731 +D+H 0.439 0.439 +D+L+H 0.731 0.731 +D+Lr+H 0.439 0.439 +3+54 1.170 1.170 +D+0.750Lr+0.750L41 0.658 0.658 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com Wood Beam File=C•1Users\Dennrs\Dropbox\VISTAS 11VISTAJ-1\ENERCA 111956ec6 �„ KW-06010523�. 'fi i` o\\ SoftwareLicopyright n W. �+..s�St ,Engineering,. . ENERCALC,INC 1983 2018 Bwid Description: 60B&D:Header at left side of stairway on roof framing plan Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H — 1.207 1.207 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 +D+0.750Lr+0.750L+0.450W+H 0.658 0.658 +D+0.750L+0.750S+0.450W+H 1.207 1.207 +D+0.750L+0.750S+0.5250E+1i 1.207 1.207 +0.60D+0.60W+0.60H 0.263 0.263 +0.60D+0.70E+0.60H 0.263 0.263 D Only 0.439 0.439 Lr Only L Only 0.293 0.293 S Only 0.731 0.731 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) Wood =C �lY DOd Beam File .\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956 ece Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . ;` Lie.#:KW$O 052 - -g:, E .;•. Licenses.,M:Vista Structural Engineerin.,` Description: 60B&D:beam at right side of kitchen CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.Opsi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling �.D(9 195)Lto.13)Sto:325) ._..__ _.„... _..._.._ . ..� .._ . . ,4. .04 .1 G KW-443 Dt01081 2-2x8 ,.. Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof) DESIGN SUMMARY Desi,ti 0K i ;'_ Maximum Bending Stress Ratio = 0.657 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 ib:Actual = 709.56psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood g@attl File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 -06O , �' '� :. � ti. �.. \\ CAL Literimi Vista Structural ,8' 31 f C Software copyright ENER C INC.C.1983 20 8 udd 1018 7 Description: 60B&D:beam at right side of kitchen Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +D+0.750Lr+0.750L+H 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.7505+0.5250E+H- 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com F le C 1Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1956 ec6 Wood Bearn Software copyright ENERCALC,INC 1983-2018,Budd 1018 7 31 11•Kifit 0 23 .. "f. • .. .Limnee Description: 60B&D:beam at right side of powder room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Fri' 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0195)U0.131mt0325,... D4G;08) 2-2x8ALI Span=350 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Des' OK Maximum Bending Stress Ratio = 0.657. 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam C1Users\Dennis\Dropbox\VISTAS 1WISTAJ-11ENERCA 111956ec6 Software copyright ENERCALC,INC 1983-2018, t»�C. . T. ...° Build 101 8 7 31 . � ,?K 36U1 �� �� Licensee Structural tn LLC Description: 60B&D:beam at right side of powder room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +3+0.750Lr+0.750L41 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +0+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.7505+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood BeamFIe C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956.ec6 : Software copyright ENERCALC,INC.1983-2018,Buiid:10.18.7.31 Lk:# KW-06010523 • (V•••.,•• .Licetisee:Vista Structural Engintiedngs LLC Description: 60980:HEADER at right side of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,536)L(1 A3) D(0.195 L'0.13 S 0.325' fe ,114r€ g v u( 2-2x8 . w Span=2.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>2.50 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 2.50 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.334 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 360.29psi fv:Actual = 45.12 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 9075>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 4654>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0064 1.259 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood 'B@alll File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ 1\ENERCA 111956ec6 . Software copyright ENERCALC,INC 1983-2018.Build 1018 7 31 . KW 6010 ` s � •• , .Licensee:Vista Stmcturat En Description: 60B&D:HEADER at right side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.389 3.229 Overall MINimum 0.406 0.406 +D+H 0.550 1.086 +D+L+H 1.263 3.229 +D+Lr+H 0.550 1.086 +D+S+H 0.956 1.492 +D+0.750Lr+0.750L+H 1.084 2.693 +D+0.750L+0.750S+H 1.389 2.998 +D+0.60W+H 0.550 1.086 +D+0.70E+H 0.550 1.086 +D+0.750Lr+0.750L+0.450W+1-1 1.084 2.693 +D+0.750L+0.750S+0.450W+H 1.389 2.998 +D+0.750L+0.750S+0.5250E+H 1.389 2.998 +0.60D+0.60W+0.60H 0.330 0.652 +0.60D+0.70E+0.60H 0.330 0.652 D Only 0.550 1.086 Lr Only L Only 0.713 2.143 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@81Y1, File=C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lie.#:KW-06010521.1, •...... � � WVista Structurdiw L Description: 60B&D:beam at left sideofgreat room above bumpout CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fe-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.536)L(1.43) x,195)�0 .3137 S 0 `D 0 04)S('0.€T LJ(0.ibbbq L(0.44) 0(0006) a 2-2x12 Span=4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>2.250 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 2.250 ft Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(roof above bumpout) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Design Maximum Bending Stress Ratio = 0.865 1 Maximum Shear Stress Ratio = 0.499 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual 778.21 psi fv:Actual = 89.88 psi FB:Allowable = 900.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3858>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 2189>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.fl-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0247 2.234 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS1\VISTAJ-1\ENERCA 1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build 10.18.7.31 Lic KW-06010523 :.. ���y� >...;_ Licensee ViLC Description: 60B&D:beam at left side of great room above bumpout Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MINimum 0.844 0.844 +D+1-1 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 +D+S+H 2.099 1.913 +D+0.750Lr+0.750L+H 2.568 2.011 +D+0.750L+0.750S+H 3.201 2.644 +D+0.60W+H 1.255 1.070 +D+0.70E+H 1.255 1.070 +D+0.750Lr+0.750L+0.450W+4-1 2.568 2.011 +D+0.750L+0.7505+0.450W+H 3.201 2.644 +D+0.750L+0.7505+0.5250E+4-1 3.201 2.644 +0.60D+0.60W+0.60H 0.753 0.642 +0.60D+0.70E+0.60H 0.753 0.642 D Only 1.255 1.070 Lr Only L Only 1.750 1.255 S Only 0.844 0.844 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VI STAJ-1\EN ERCA-111956.ec6 . Wood Beans Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . ra ng nee n Description: 60B&D:beam at back left of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ..... pin 195)L(0 13)S(0,325)1.651.Ltd,443._.__ D10''Oa I fl a e 2-2x6 Span 3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.773 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 904.78psi fv:Actual = 96.86 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 2292>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1172>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.672 1.672 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com VIIooCI Beam File-C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111956 ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 . i \\\ z Lig=fit: .�., �\\��. �`���`��'"�����..�`� .• ,., •. � _. LtcensesVista t .Irai Engineering,1.1`�"+:''. Description: 60B&D:beam at back left of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.488 0.488 +D+H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+}{ 0.666 0.666 +D+S+H 1.153 1.153 +D+0.750Lr+0.750L+1-1 1.307 1.307 +D+0.750L+0.7505+H 1.672 1.672 +D+0.60W+H 0.666 0.666 +D+0.70E+H 0.666 0.666 +D+0.750Lr+0.750L+0.450W+H 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.7505+0.5250E+1-1 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C1Users\Dennis\Dropbox1VISTAS1\VISTAJ-1\ENERCA 1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . Lk.#:ICW-M310523 • • ::z ••:;,;‘. • Sf Licensee:Vista Structural Engineerin!,,LLC Description: 60B&D:beam at front left of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling tI 135 1(D: 3t SfO 325} c i3to?o81 q 2-2x8 Span=3.5Uf! Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Design ; ...m '. Maximum Bending Stress Ratio = 0.657. 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C\Users\Dennis\Dropbox\VISTAS11VISTAJ-•1\ENERCA 1\1956ec6 Software copyright ENERCALC,INC 1983-2018 Build 1018 7 31 . Lim , :1 „1� f a' .,° Limes*:Vista Structural Etiginftring; Description: 60B&D:beam at front left of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +D+0.750Lr+0.750L+H 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.7505+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@aCTI File C 1Users\DennislDropbox\VISTAS-11VISTAd-1\ENERCA 1\1956 ec6 . Software copyright ENERCALC,INC.1983-2018 Build:10.18.7.31 . ��y ink LIG # �4+• w� :,r.,..,�/�e>�K a¢��` : � 'a y, `�+5 � r e'y g,� \.. Licensee 1 VistaStructural E, Description: 60B&D:beam at front of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1)(0.03)L(0 02S(0 fly} a 2-2x8Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) DESIGN SUMMARY Desitirii' Maximum Bending Stress Ratio = 0.535 1 Maximum Shear Stress Ratio = 0.294 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 577.88psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2939>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 1596>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +2+L+H 1 0.0376 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MINimum 0.125 0.125 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com I Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ec6 Software copyright ENERCALC,INC.1983-2018,Build:f 0.18.7.31 . Description: 60B&D:beam at front of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+1-1 0.463 0.463 +D+L+H 1.013 1.013 +D+Lr+H 0.463 0.463 +D+S+H 0.588 0.588 +D+0.750Lr+0.750L+H 0.875 0.875 +D+0.750L+0.750S+H 0.969 0.969 +D+0.60W+H 0.463 0.463 +0+0.70E41 0.463 0.463 +D+0.750Lr+0.750L+0.450W+H 0.875 0.875 +D+0.750L+0.7505+0.450W+H 0.969 0.969 +D+0.750L+0.7505+0.5250E+H 0.969 0.969 +0.600+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.463 0.463 Lr Only L Only 0.550 0.550 S Only 0.125 0.125 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D • 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood g@alll File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 _ Software copyright ENERCALC,INC.1983 2018 Build:1018 7 31 . `.I w`°'KiA*?O •' 'P\ ,... e�` ar..::..:.. -;a,. \ �. -\�\.Lce r^' 5�,._` j w Description: 60B&D:beam at front of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o{oog}Ltoo6 so1sf Lt91 )...,..... 2-2x6 Span=3.50 ft I i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) DESIGN SUMMARY. Design OK Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88psi fv:Actual = 54.78 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4572>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1779>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0236 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.809 0.809 Overall MINimum 0.263 0.263 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastructu ral.com Wood Beath File C\Users\Dennis\Dropbox\VISTAS 11VISTAJ 11ENERCA 111956 ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018 7 31 . tic:#.. . .61110523 7 iLisenSee Vista allActuraiEn9infferin Description: 60B&D:beam at front of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.376 0.376 +D+L+H 0.691 0.691 +D+Lr+H 0.376 0.376 +D+S+H 0.639 0.639 +D+0.750Lr+0.750L-fH 0.613 0.613 +D+0.750L+0.750S+H 0.809 0.809 +D+0.60W+H 0.376 0.376 +D+0.70E+H 0.376 0.376 +D+0.750Lr+0.750L+0.450W+H 0.613 0.613 +D+0.750L+0.750S+0.450W+H 0.809 0.809 +D+0.750L+0.750S+0.5250E+11 0.809 0.809 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E+0.60H 0.226 0.226 D Only 0.376 0.376 Lr Only L Only 0.315 0.315 S Only 0.263 0.263 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\DennislDropbox\VISTAS1\VISTAJ-1\ENERCA-111956 ec6 Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 tic.#KW06010523 , License*:Vista ., 1 1 flt_ Description: 608:beam at left side of front porch CODE REFERENCES' Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.Opsi Eminbend-xx 580.Oksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Do.0525)L(0.035)8(0 0875) t v 4x10 Span 15.250 ft _+ Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.812 1 Maximum Shear Stress Ratio = 0.223 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,009.07 psi fv:Actual = 46.17 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio= 631>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.478 in Ratio= 382>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +1)+0.750L+0.750S+0.5250E+1-1 1 0.4785 7.681 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.667 0.667 +D+H 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr+H 0.400 0.400 +D+S+H 1.068 1.068 4)+0.750Lr+0.750L41 0.600 0.600 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood g@atll File C:1Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA 1\1956 ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . Lk Description: 60B:beam at left side of front porch Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +D+0.70E+H 0.400 0.400 +D+0.750Lr+0.750L+0.450W+1-1 0.600 0.600 +D+0.750L+0.750S+0.450W+H 1.101 1.101 +D+0.750L+0.750S+0.5250E+11 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 0.267 0.267 S Only 0.667 0.667 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam =C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 3 Anzciiqx.: Licensee Vista Structural Engineering,LLD Description: 60B&D:beam at left side of dining room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend- 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _... ,••D(013O(5)Oi6 L(L(0 13)0 5dff)({13251 4x10 Span 6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.939 1 Maximum Shear Stress Ratio = 0.539 : 1 Section used for this span 4x10 Section used for this span 4x10 tb:Actual = 1,013.77 psi fv:Actual = 96.97 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1590>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.082 in Ratio= 873>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D*0.750L+0.750S+0.5250E+H 1 0.0825 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.115 3.115 Overall MINimum 0.975 0.975 +D+H 1.101 1.101 +134+H 2.811 2.811 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@8171 File=C:Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-d11956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . :MO60105 s . a <. Licensee al Engineering,Lic Description: 60B&D:beam at left side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.101 1.101 +D+S+H 2.076 2.076 +1J+0.750Lr+0.750L+4-j 2.384 2.384 +D+0.750L+0.750S+H 3.115 3.115 +D+0.60W+H 1.101 1.101 +D+0.70E+H 1.101 1.101 +D+0.750Lr+0.750L+0.450W+H 2.384 2.384 +D+0.750L+0.750S+0.450W+H 3.115 3.115 +D+0.750L+0.750S+0.5250E+H 3.115 3.115 +0.60D+0.60W+0.60H 0.661 0.661 +0.60D+0.70E+0.60H 0.661 0.661 D Only 1.101 1.101 Lr Only L Only 1.710 1.710 S Only 0.975 0.975 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C 1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 108 :Vista Structural Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend- 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.135)L(0.36) 4x10 Span 7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESIGN SUMMARY....... ;�.. Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x10 Section used for this span 4x10 tb:Actual = 728.94psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 1.260 1.260 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-11VISTA3-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 Lie.* KW- Licensee ;Vista Structural Ent.Westin& LLC Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+11 1.418 1.418 +0+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W-+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1956 ec6 Software copyright ENERCALC,INC.1983-2018.Build:1018 7 31 . iLie. ` W4$O403 ., - �•< .� ... licensee:Vista Structural le ll.... Description: 60B&D:Beam supporting rear wall of main floor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)L(0.15)S(00751...— — ' ° D(016) 5.5x16.5 Span=21.50 ft y Y Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall dead load) Uniform Load: D=0.030, L=0.050, S=0.0250 ksf, Tributary Width=3.0 ft,(roof and floor load) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.528 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 tb:Actual = 1,167.74psi fv:Actual = 65.41 psi FB:Allowable = 2,209.90 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.750ft Location of maximum on span = 20.166 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio= 1318>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.573 in Ratio= 450>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5729 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.720 4.720 Overall MINimum 0.806 0.806 +D+H 2.906 2.906 +D+L+H 4.518 4.518 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983-2018,Build 10.18.7 31 . tic.#:KW-06010523. :. . y • ;=w � .: Licensee Vista Slf ct ngtn in L.LC Description: 60B&D:Beam supporting rear wall of main floor Vertical Reaction_s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 2.906 2.906 +D+S+H 3.712 3.712 +D+0.750Lr+0.750L+H 4.115 4.115 +D+0.750L+0.750S+H 4.720 4.720 +D+0.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +D+0.750Lr+0.750L+0.450W+H 4.115 4.115 +1J+0.750L+0.750S+0.450W+H 4.720 4.720 +0+0.750L+0.750S+0.5250E+}{ 4.720 4.720 +0.60D+0.60W+0.60H 1.743 1.743 +0.60D+0.70E+0.60H 1.743 1.743 D Only 2.906 2.906 Lr Only L Only 1.613 1.613 S Only 0.806 0.806 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood B@8111 Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 �k 110523 �a M :Vista Structural EtiVii. ...SUS Description: 601380:Header above garage door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.09)L(0.06)St0.15 a 6x12 Span=16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 531>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+11 1 0.3722 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 1.238 1.238 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+}{ 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lri0.750L+H 1.114 1.114 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983-2018,Build-10.18.7.31 t -CM4 1 L. a : a, n :Vista Wearing,LIC Description: 60B&D:Header above garage door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+4-1 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam Software C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 #:KW-060105 ,..,. ; 'U77. , , Strada/VI.Vista _. Ent to ertrt Description: 60B&D:Beam through middle of crawl space CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.11)L(0 44) 4x8 Span=6.50 ft • Applied Loads SeQvice loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 1.430 1.430 +3+H 0.358 0.358 +D+L+H 1.788 1.788 +D+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 1.430 1.430 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com VIIOOd;Beam File C\Users\Dennis\Dropbox\VISTAS-11VISTA3--1\ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018 7.31 Lie.#:KW'• 52 Engineering,LAX, Description: 60B&D:Beam through middle of crawl space Vertical Reaction s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +D+0.750L+0.750S+0.450W+H 1.430 1.430 +D+0.750L+0.750S+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C•\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . KW-06010523 2. f r tturai Engineering,LLC Description 60D:Header at front of master bedroom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling DID,075)L(0.05)S(0.125) 2-2x8 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35psi fv:Actual = 37.79 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 2354>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1426>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 1 0.0547 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.406 0.406 +D41 0.244 0.24.4 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com WOOCI B@aCTI File C\Users\Dennis\Dropbox\VISTAS11VISTAJ-11ENERCA 1\1956ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 : •'•:". � � .•�" . ..1... a.>�\\� r..� `.�`•„. �,ssx.kva��.�...,! 'x�*,�.:.� �Y\,�..$ '�' LiVista <..� .,Structural � E gi'll$$Ca'I9. w�+, Description: 60D:Header at front of master bedroom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+1 0.366 0.366 +D+0.750L+0.750S+0.450W+H 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Genera F00tln File C\User•s\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956ec6 . Software copyright ENERCALC,INC.1983 2018,BuiId:10.18.7 31 ' �. y....., , " ,� <.•&�3 ...,see ,. .st , g, .., ? �`> \ Stec Eti Ineerin LLC. Description: Plan 60:Footings supporting crawl space posts Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = (for 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9Values Flexure = 0.90 0.750 Shear = Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears •• Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 10.0 in ;o11:Pedestal dimensions... px:parallel to X-X Axis = in ,,„, pz:parallel to Z-Z Axis = in � . Height - in Rebar Centerline to Edge of Concrete... a, at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 • y' - tt Bars parallel to Z-Z Axis _ Q Number of Bars = 2.0 Reinforcing Bar Size = # 4 �Ey_ cn Bandwidth Distribution Check (ACI 15.4.4.2) ,. . oo Direction Requiring Closer Separation n/a #Bars required within zone n/a -X Section Looking to+Z zz t #Bars required on each side of zone n/a °�rx Applied Loads D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k k-ft M-zz = k-ft V-x = = V-z k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File=C:\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 Lit,#:M46010523 `.`<.:^ ,..' A. : , 'I',s ����\.. . Licensee .' :' truct111��,"n!Owning,;l.I_C.''. Description: Plan 60:Footings supporting crawl space posts DESIGN SUMMARY _ Design O Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7940 Soil Bearing 1.588 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1148 Z Flexure(+X) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 Z Flexure(-X) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(+Z) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(-Z) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(+X) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(-X) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(+Z) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(-Z) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1333 2-way Punching 21.896 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual!Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+L+H 2.0 n/a 0.0 1.588 1.588 n/a n/a 0.794 X-X,+D+Lr+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+S+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,-i-D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.60W+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+0.70E+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.2485 0.2485 n/a n/a 0.124 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.2485 0.2485 n/a n/a 0.124 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.588 1.588 0.794 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+O.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.2485 0.2485 0.124 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.2485 0.2485 0.124 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footin File C1Users1Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-1\1956.ec6 . g Software copyright ri ht ENERCALC INC 1983-2018,Build:1018 7.31 . ,#7'K W-06010523 , ` yi .. � Lltertseat'Vlsta Structural E t bawl •!,MC: ... Description: Plan 60:Footings supporting crawl space posts Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft • X-X,+1.40D+1.6011 0.1155 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.1155 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.605+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp%° 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.601-1 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.505+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.6011 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0.81 psi 0.81 psi 0.81 psi 0.81 psi 0.81 psi 82.16 psi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 4.38 psi 4.38 psi 4.38 psi 4.38 psi 4.38 psi 82.16 psi 0.05 0.00 +1.20D+1.60L+0.50S+1.60H 4.38 psi 4.38 psi 4.38 psi 4.38 psi 4.38 psi 82.16 psi 0.05 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.69 psi 0.69 psi 0.69 psi 0.69 psi 0.69 psi 82.16 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 0.69 psi 0.69 psi 0.69 psi 0.69 psi 0.69 psi 82.16 psi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +0.90D+W+0.90H 0.52 psi 0.52 psi 0.52 psi 0.52 psi 0.52 psi 82.16 psi 0.01 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General F till File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-111956ec6 . g Software copyright ENERCALC INC.1983-2018,Budd 1018 7 31 . I iCa... KW-06010523 a82 . ,. ..y•. . .•.. .. Licensee:Vista Structural En,•Irk.... Description: Plan 60:Footings supporting crawl space posts One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 0.52 psi 0.52 psi 0.52 psi 0.52 psi 0.52 psi 82.16 psi 0.01 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.03 psi 164.32 psi 0.02455 OK +1.20D+0.50Lr+1.60L+1.60H 21.90 psi 164.32 psi 0.1333 OK +1.20D+1.60L+0.505+1.60H 21.90 psi 164.32 psi 0.1333 OK +1.20D+1.60Lr+0.50L+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+1.60Lr+0.50W+1.60H 3.46 psi 164.32 psi 0.02104 OK +1.20D+0.50L+1.605+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+1.605+0.50W+1.60H 3.46 psi 164.32 psi 0.02104 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+0.50L+0.50S+W+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+0.50L+0.205+E+1.60H 9.22 psi 164.32 psi 0.05611 OK +0.90D+W+0.90H 2.59 psi 164.32 psi 0.01578 OK +0.90D+E+0.90H 2.59 psi 164.32 psi 0.01578 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered RetainingWall File C\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build 10.18.7 31 UC. KW-061310523 IP ` iii Licensee:Vistaltructural Enginseri .:LW Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall = Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Soil PressureToe = 2,760psf OK Design Data fbSoil Pressure @Heel = 0 sf OK /FB+fa/Fa = 0.653 Allowable = 3,000 psf Total Force @ Section lbs= 1,051.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 2,396.0 ACI Factored @ Toe = 3,554 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 89(3.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 65.9 lbs NG y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered Retamin Wall File C\Users\Dennis\Dropbox\VISTAS-1WISTAJ-1\ENERCA 1\1956ec6 g Software copyright n ht ENERCALC INC 1983 2018,Build 1018 7.31 . : 060'10523 x?z ....• ,. 3• - . icknsee:Vista Structural Engin Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft Toe Heel Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Mu: Design = 506 1,901 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 Resisting/Overturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com Cantilevered RetainingWall File C:\Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 U Licensee:Vista Structural Engineed !,.LW Description: Plan 60:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Back of Wall Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0.441 Soil Pressure @ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-I= 1,618.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 659.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 656.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered Retainin Wall File C\Users\Dennis1Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build.10.18.7.31 . Lit, t-060105 3 '% - « '\ f;... ` Licenseeto C .' .�.. ' a\�+\�act` k ....\'ma • �..S„>..:� Vista Structural �:$ �f �. Description: Plan 60:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,298 169 psf Total Footing Width = 2.75 Mu':Upward = 1,020 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 141 514 ft-lb Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 ResistinglOverturning Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered Retaining Wall Fie P C1Users\Dennis\Drobox\VISTAS 11VISTAJ-1\ENERCA 1\1956ec6 g Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 .. Licensee...Vista StructuralEngineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Back of Wall l ll Soil = 0.0 ft Wind on Exposed Stem = 16.0 psf at of Wall Axial Live Load = 715.0 lbs P P Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK fb/FB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-I= 448.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Caics Slab Resists All Sliding! Lap splice if above in= 12.00 Lap splice if below in= 6.00 Lateral Sliding Force = 315.7 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs Concrete Data less 100%Friction Force = - 420.0 lbs fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 111.8 lbs NG y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered Retainin Wall File C'\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA--1\l956.ec6 g Software copyright ENERCALC,INC.1983 2018,Build:1018 7.31' L f 1052 ° Licensee Structural ti Description: Plan 60:4'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 257 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 ResistinglOverturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered RetainingWall File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 LICA,'' o1o523 ' s a . : , Ci, s' ''\ 'c'J Licensee Vista EngineevIn=tit.L.0,'. Description: Plan 60:4'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pd NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 96.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Soil Pressure Toe = 2,256 psf OK fb/FBDesign Data .275 Soil Pressure @ Heel = 0 sf OK Total +falFa 51.8 3,000 psfTotal Force @ Section lbs= 451.8 Allowable = Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.0 lbs Concrete Data Added Force Req'd = 50.0 lbs NG t c psi= 3,000.0 ....for 1.5:1 Stability = 255.8 lbs NG Fy psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered Retatnin Walt File C1Users\Dennis\DropboxI VISTAS-11VISTAJ 1\ENERCA 111956ec6 g Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 tic.#:KVVO1 1 y, Licensee Vista StructuralEngineeringt Description: Plan 60:4'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 326 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered RetainingWall RIe=C\Users\Dennis1Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Sof • ware copyright ENERCALC,INC.1983 2018,Build:1018 7:31' Lic.� KW-06010523''' ' : •, ,,,... ,,, ,. �,,.': ,,. Structural Engineering,LLC Description: Plan 60:2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base oSoil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf att Baackck off Wall l Wallll Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK fb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-I= 82.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,963 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 112.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered RetainingWall '' File C\users\DennislDropboxWVlSTAS-1\ViSTAJ-1\ENERCA 1ns56.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tic.#.KW-06014523 r Description: Plan 60:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<5*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com File C'\Users1DennisDropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ec6 . Cantilevered Retaining Wall Software copyright ENERCALC,INC 1983-2018,Build1018731 . tic.#:KW-0601052 r. ..''',::'..::°:.;�. • f ng,,Ineerin °:_LW .. Description: Plan 60:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Back of Wall Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Ht" = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Soil Pressure Toe = 1,239 psf OK fb/FBDesign Data = Pressure @ Heel = 854 sf OK Total +falFa = 75.8 Allowable = 2,000 psf Total Force @ Section lbs= 75.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 53.9 ACI Factored @ Toe = 1,741 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5: 1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com FileC\Users\Dennis\Dropbox\VISTAS 11VISTAd 1\ENERCA 1\1956 ec6 Cantilevered Retainln 9 Wall Software copyright ENERCALC,INC 19832018 Build 1018 7 31 Lrc.#:M.06010 3 "���\ .. „. ` .'- . . - -; .,Licensee:VistaS ........ ia,M Description: Plan 60:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,741 1,200 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 54 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 88.2 O.T.M. = 84.3 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 5.70 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footin File C1Users\Dennis\Dropbox\VISTAS VISTAS-1 11ENERCA1\1956ec6 9 Software copyright ENERCALC,INC 1983-2018.Build:1018 7.31 . lr W=B litfS23 , Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings f c:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 1.50 ksf -Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250Increases bee pressure footing eapeher . pcf Allowable increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no Omit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 1 ft pedestal dimensions... As As Between Columns = 9.50 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 14.0 ft Col#1 Col#2 Bottom Bars 3 4 0.60 0.3888 inA2 Total Footing Length = 24.50 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.3888 inA2 Height = in Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.810 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.3888 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.8215 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.3888 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = -3.704 k Moment(4CW) = k-ft Shear(+X) = 1.677 k Applied @ Right Column Axial Load Downward = 3.704 k Moment(1-CW) = k-ft Shear(+X) = 1.677 k Overburden = 0.150 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footing file C\Users1Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 g Software copyright ENERCALC,INC.1983.2018,Build:10.18.7.31 . ;, =0601052 `` ^ ''•' ‘;' ,... j..• °. , U.. oVista Structural En.fn. Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY SUMMARYDesign Factor of Safety Item Applied Capacity Governing Load Combination PASS 2.043 Overturning 54.239 k-ft 110.797 k-ft +0.60D+0.60W+0.60H PASS 1.257 Sliding 2.012 k 2.530 k +0.60D+0.60W+0.60H PASS 3.927 Uplift 2.222 k 8.727 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2991 Soil Bearing 0.4487 ksf 1.50 ksf +D+0.60W+H PASS 0.2329 1-way Shear-Col#1 19.138 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1767 1-way Shear-Col#2 14.518 psi 82.158 psi +0.90D+W+0.90H PASS 0.02508 2-way Punching-Col#1 4.121 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.02935 2-way Punching-Col#2 4.822 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.01148 Flexure-Left of Col#1-Top -0.1806 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.05147 Flexure-Between Cols-Top -1.322 k-ft 25.693 k-ft +1.40D+1.60H PASS 0.7830 Flexure-Between Cols-Bottom 20.118 k-ft 25.693 k-ft +0.90D+W+0.90H PASS 0.05170 Flexure-Right of Col#2-Top -1.328 k-ft 25.693 k-ft +1.40D+1.60H PASS 0.8290 Flexure-Right of Col#2-Bottom 21.298 k-ft 25.693 k-ft +0.90D+W+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+L+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+Lr+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+S+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750L+0.750S+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.60W+H 10.84 k 2.133 ft 0.14 ksf 0.45 ksf 1.50 ksf 0.299 +D+0.70E+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+0.450W+H 10.84 k 1.600 ft 0.18 ksf 0.41 ksf 1.50 ksf 0.274 +D+0.750L+0.750S+0.450W+H 10.84 k 1.600 ft 0.18 ksf 0.41 ksf 1.50 ksf 0.274 +D+0.750L+0.7505+0.5250E+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1:50 ksf 0.197 +0.60D+0.60W+0.60H 6.50 k 3.555 ft 0.02 ksf 0.33 ksf 1.50 ksf 0.220 +0.60D+0.70E+0.60H 6.50 k -0.000 ft 0.18 ksf 0.18 ksf 1.50 ksf 0.118 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+5+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 2.22 158.15 71.163 54.24 163.92 3.022 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 1.67 151.82 91.082 40.68 156.14 3.838 +D+0.750L+0.7505+0.450W+H 1.67 151.82 91.082 40.68 156.14 3.838 +D+0.750L+0.750S+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 2.22 105.03 47.260 54.24 110.80 2.043 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.36 psi 1.30 psi 164.32 psi 0.06 psi 0.06 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60L+0.505+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi • +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 10.15 psi 7.24 psi 164.32 psi 2.09 psi 2.44 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined FootingFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 a.. .. D6©1t1�3y \�Y � ,�� ; ,;Licensee i Vista .. .. ..Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.605+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.605+0.50W+1.60H 82.16 psi 10.15 psi 7.24 psi 164.32 psi 2.09 psi 2.44 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 19.14 psi 14.51 psi 164.32 psi 4.12 psi 4.82 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 19.14 psi 14.51 psi 164.32 psi 4.12 psi 4.82 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +0.90D+W+0.90H 82.16 psi 18.85 psi 14.52 psi 164.32 psi 4.11 psi 4.81 psi +0.90D+E+0.90H 82.16 psi 0.87 psi 0.84 psi 164.32 psi 0.04 psi 0.04 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com COnlbllled FOOL- File C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983 2018 Budd 1018 7 31 r„' i� . iK1111d}6©10328� ,�,• �.��'^ M�•;:����"��a��s�����' LicenseeVista Structural Enineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings f c:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface”for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 1.0ft Pedestal dimensions... Bars left of Col#1 Count Size# Provided R d Between Columnsigtof = 9.50 ft Col#1 Col#2 Bottom Bars 3 4 0.60 0.4860 inA2 Distance Right of Column#2 = 12.50 ft Total Footing Length = 23.0 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.4860 inA2 Height = in Bars Btwn Cols Footing Width = 1.50ft Bottom Bars 5.0 5 1.550 1.402 inA2 Footing Thickness = 15.0 in Top Bars 5.0 4 1.0 0.4860 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 1.491 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.4860 in^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = -10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Applied @ Right Column Axial Load Downward = 10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Overburden = 0.180 • Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined FootingFile=C:\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lie.#:KW-0604052V, �•:f ;:` . ;z ., ry \ ., tenses Vista rel u 1.Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.167 Overturning 139.110 k-ft 162.308 k-ft +0.60D+0.60W+0.60H PASS 1.891 Sliding 3.840 k 7.262 k +0.60D+0.60W+0.6011 PASS 2.225 Uplift 6.105 k 13.583 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3560 Soil Bearing 1.068 ksf 3.0 ksf +0.60D+0.60W+0.60H PASS 0.5138 1-way Shear-Col#1 42.212 psi 82.158 psi +0.90D+W+0.90H PASS 0.4103 1-way Shear-Col#2 33.709 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.04774 2-way Punching-Col#1 7.844 psi 164.317 psi +0.90D+W+0.90H PASS 0.04774 2-way Punching-Col#2 7.844 psi 164.317 psi +0.90D+W+0.90H PASS 0.006951 Flexure-Left of Col#1-Top -0.2178 k-ft 31.341 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.02948 Flexure-Between Cols-Top -1.505 k-ft 51.059 k-ft +1.40D+1.60H PASS 0.9127 Flexure-Between Cols-Bottom 69.944 k-ft 76.634 k-ft +0.90D+W+0.90H PASS 0.02951 Flexure-Right of Col#2-Top -1.507 k-ft 51.059 k-ft +1.40D+1.60H PASS 0.9653 Flexure-Right of Col#2-Bottom 73.973 k-ft 76.634 k-ft +0.90D+W-r0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+L++i 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+Lr+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+S+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750Lr+0.750L+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750L+0.750S+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.60W+H 12.46 k 5.039 ft 0.00 ksf 0.86 ksf 3.00 ksf 0.285 +D+0.70E+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750Lr+0.750L+0.450W+H 12.46 k 3.779 ft 0.01 ksf 0.72 ksf 3.00 ksf 0.239 +D+0.750L+0.750S+0.450W+H 12.46 k 3.779 ft 0.01 ksf 0.72 ksf 3.00 ksf 0.239 +D+0.750L+0.750S+0.5250E+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +0.60D+0.60W+0.60H 7.48 k 8.398 ft 0.00 ksf 1.07 ksf 3.00 ksf 0.356 +0.60D+0.70E+0.60H 7.48 k 0.000 ft 0.22 ksf 0.22 ksf 3.00 ksf 0.072 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+11 6.11 212.23 34.763 139.11 219.64 1.579 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 4.58 195.00 42.589 104.33 200.56 1.922 +D+0.750L+0.750S+0.450W+H 4.58 _ 195.00 42.589 104.33 200.56 1.922 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 6.11 154.90 25.372 139.11 162.31 1.167 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.601-1 82.16 psi 1.07 psi 1.07 psi 164.32 psi 0.21 psi 0.21 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18 psi 0.18 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 18.41 psi 15.72 psi 164.32 psi 3.29psi 4.14 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastrurctural.com COtYtb111@u Footing He=C:\U nnis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 g Software copynght ENERCALC,INC 1983-2018,Build-10.18.7 31 . 1!a if?7.KW-06010523 .. ,• \.. .` Licensee:Vista;Stnicturat°En9111earinq;LLC, Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+-0.50L+1.60S+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 18.41 psi 15.72 psi 164.32 psi 3.29 psi 4.14 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 40.58 psi 33.71 psi 164.32 psi 7.51 psi 7.80 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 40.58 psi 33.71 psi 164.32 psi 7.51 psi 7.80 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +0.90D+W+0.90H 82.16 psi 42.21 psi 27.09 psi 164.32 psi 7.84 psi 7.84 psi +0.90D+E+0.90H 82.16 psi 0.69 psi 0.69 psi 164.32 psi 0.14 psi 0.14 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com Cornb1rled FootingAle=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1083-2018.Build:10.18.7 31 '13e. f3Cn$ee§ViSt Description: Plans 60A,B,D.Footing under garage door Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pd Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250.0 pcf Increases based on footing Depth.... Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 18.0 ft Pedestal dimensions... As As Between Columns = 4.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 0.50ft Col#1 Col#2 Bottom Bars 5.0 4 1.0 0.6093 inA2 Total Footing Length = 22.50 ft Sq.Dim. = 6.0 6.0 in Top Bars 5.0 4 1.0 0.6093 inA2 Height = in Bars Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.7636 inA2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.7166 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.6093 inn2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.6093 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(+CW) = k-ft Shear(+X) = 1.790 k Applied @ Right Column Axial Load Downward = -6.862 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.790 k Overburden = 0.150 ... ®d t3.iyg� " w. . ........... 27-66" Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footin File=C:\Users\Dennis\Drop box 1VISTAS11VISTAJ-1\ENERCA 111956ec6 g Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 . tic, ,KW-416010523 ? .;. ._ ,,,, Manson Vista Structural En-in Description: Plans 60A,B,D:Footing under garage door DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 2.071 Overturning 90.578 k-ft 187.602 k-ft +0.60D+0.60W+0.60H PASS 1.767 Sliding 2.148 k 3.796 k +0.60D+0.60W+0.60H PASS 3.316 Uplift 4.117 k 13.653 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2875 Soil Bearing 0.4313 ksf 1.50 ksf +D+0.750L+0.750S+H PASS 0.3162 1-way Shear-Col#1 25.976 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.3204 1-way Shear-Col#2 26.325 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.08242 2-way Punching-Col#1 13.543 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.08351 2-way Punching-Col#2 13.721 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.7032 Flexure-Left of Col#1-Top -20.461 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.7495 Flexure-Left of Col#1-Bottom 21.808 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.601-1 PASS 0.7229 Flexure-Between Cols-Top -21.033 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.7692 Flexure-Between Cols-Bottom 22.382 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.000713 Flexure-Right of Col#2-Top -0.02076 k-ft 29.096 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+L+H 16.34 k 0.594 ft 0.28 ksf 0.39 ksf 1.50 ksf 0.258 +D+Lr+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+S+H 17.02 k 0.856 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.285 +D+0.750Lr+0.750L+H 16.23 k 0.549 ft 0.28 ksf 0.38 ksf 1.50 ksf 0.254 +D+0.750L+0.750S+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +D+0.60W+H 15.89 k -0.482 ft 0.37 ksf 0.28 ksf 1.50 ksf 0.245 +D+0.70E+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+0.750Lr+0.750L+0.450W+H 16.23 k -0.105 ft 0.34 ksf 0.32 ksf 1.50 ksf 0.228 +D+0.750L+0.750S+0.450W+H 17.07 k 0.256 ft 0.33 ksf 0.37 ksf 1.50 ksf 0.249 +D+0.750L+0.7505+0.5250E+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +0.60D+0.60W+0.60H 9.54 k -1.076 ft 0.25 ksf 0.14 ksf 1.50 ksf 0.167 +0.60D+0.70E+0.60H 9.54 k 0.407 ft 0.17 ksf 0.22 ksf 1.50 ksf 0.144 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+L+H 0.00 0.00 999.000 0.60 174.75 291.250 +D+Lr+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+S+H 0.00 0.00 999.000 0.90 177.79 197.542 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.55 174.24 316.807 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.93 178.04 192.476 +D+0.60W+H 90.58 261.71 2.889 4.79 191.25 39.964 +D+0.70E+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+0.750Lr+0.750L+0.450W+H 67.93 248.83 3.663 3.84 188.14 49.005 +D+0.750L+0.750S+0.450W+H 67.93 264.39 3.892 4.21 191.94 45.545 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.93 178.04 192.476 +0.60D+0.60W+0.60H 90.58 187.60 2.071 4.63 122.16 26.410 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.24 103.64 431.813 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.96 psi 1.11 psi 164.32 psi 1.72 psi 1.84 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.78 psi 1.49 psi 164.32 psi 2.51 psi 2.60 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 3.63 psi 1.92 psi 164.32 psi 3.32 psi 3.40 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 2.03 psi 1.12 psi 164.32 psi 1.79 psi 1.90 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 13.15 psi 13.35 psi 164.32 psi 6.94 psi 7.09 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Foot. File C\Users\Dennis\Dropbcx\VISTAS11VISTAJ-1\ENERCA-111956 ec6 9 Software copyright ENERCALC,INC 1983-2018,Build 10 18 7.31 Lit, .50: .., J• P .•,. s Llamas:Vista StnicturatEn x c Description: Plans 60A,B,D:Footing under garage door One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+1.60Lr-0.50W+1.60H 82.16 psi 10.08 psi 11.43 psi 164.32 psi 4.00psi 3.93 psi +1.20D+0.50L+1.606+1.60H 82.16 psi 4.76 psi 2.47 psi 164.32 psi 4.38psi 4.46 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 15.92 psi 14.69 psi 164.32 psi 9.53psi 9.65 psi +1.20D+1.60S-0.50W+1.60H 82.16 psi 7.32 psi 10.09 psi 164.32 psi 1.41 psi 1.37 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 25.11 psi 25.90 psi 164.32 psi 12.73psi 12.92 psi +1.20D+0.50Lr+0.50L-W+1.60H 82.16 psi 21.35 psi 23.66 psi 164.32 psi 9.14 psi 9.12 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 25.98 psi 26.33 psi 164.32 psi 13.54 psi 13.72 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 20.49 psi 23.24 psi 164.32 psi 8.34 psi 8.32 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 2.37 psi 1.29 psi 164.32 psi 2.12psi 2.22 psi +1.20D+0.50L+0.20S-E+1.60H 82.16 psi 2.37 psi 1.29 psi 164.32 psi 2.12psi 2.22 psi +0.90D+W+0.90H 82.16 psi 24.38 psi 25.50 psi 164.32 psi 12.04psi 12.21 psi +0.90D-W+0.90H 82.16 psi 22.08 psi 24.06 psi 164.32 psi 9.84psi 9.84 psi +0.90D+E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi +0.90D-E+0.9014 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Coined File=C:\Users1Dennis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 1\1956.ec6 Collrbined Footing SoftwarecopynghtENERCALC INC.19832018,Build:10.18.7.31 . Lic.#:KW-06010533. s, < •, - . Licensee:Vista Stilactural En..ineerin t,LLC Description: Plan 60A&D:Footing at front of entry porch Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 2.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250 pcf Increases basedeeson footing Depth.... P Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 1.50 ft Pedestal dimensions... As As Between Columns = 4.667 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 1.50 ft Col#1 Col#2 Bottom Bars 2.0 4 0.40 0.2303 inA2 Total Footing Length = 7.667 ft Sq.Dim. = 8.0 8.0 in Top Bars 2.0 4 0.40 0.0 inA2 Height = 1.0 1.0 in Bars Btwn Cols Footing Width = 1.333 ft Bottom Bars 2.0 4 0.40 0.2303 inA2 Footing Thickness = 8.0 in Top Bars 2.0 4 0.40 0.2303 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 4.0 in Bottom Bars 2.0 4 0.40 0.2303 inA2 Rebar Center to Concrete Edge @ Bottom = 3.0 in Top Bars 2.0 4 0.40 0.0 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.210 0.140 0.350 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 0.210 0.140 0.350 k Moment(+CW) = k-ft Shear(+X) = k Overburden = ..ossa ,-- ra:lriry' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com COtl1b111OC� Footing File=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 . tic.#;KW;0601 \ yhti,, . Licensee:Vista Structured Enung,LLC Description: Plan 60A&D:Footing at front of entry porch DESIGN SUMMARYDesign OK Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 0,4224 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.1048 Soil Bearing 0.2097 ksf 2.0 ksf +D+0.750L+0.750S+H PASS 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Left of Col#1-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.05511 Flexure-Between Cols-Top -0.3676 k-ft 6.670 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.01057 Flexure-Between Cols-Bottom 0.08956 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Right of Col#2-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k 0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +D+Lr+H 1.41 k 0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+S+H 2.11 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.103 +D+0.750Lr+0.750L+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+H 2.14 k 0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+H 1.41 k 0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E+H 1.41 k 0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.750Lr+0.750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+0.450W+H 2.14 k 0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.750S+0.5250E+H 2.14 k 0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D41 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.20D+1.60L+0.505+1.60H 82.16 psi 3.39 psi 3.39 psi 164.32 psi 1.93psi 1.93 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95psi 0.95 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75 psi 0.75 psi Vista Structural Engineering,LLC Project Title: Plans 60A.B,D 14718 NW Delia Street Engineer DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Com blll@C) FOOtll1 file-C:1Users\DennistDropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 g Software copyright ENERCALC,INC.1983 2018 Build:10.18.7.31 M46010523\ \� �, ' - 1 Structural .1n Description: Plan 60A&D.Footing at front of entry porch One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.605+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.20D+1.605+0.50W+1.60H 82.16 psi 4.23 psi 4.23 psi 164.32 psi 2.40psi 2.40 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95psi 0.95 psi +1.20D+0.50L+0.505+W+1.60H 82.16 psi 2.59 psi 2.59 psi 164.32 psi 1.47psi 1.47 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 2.05 psi 2.05 psi 164.32 psi 1.16psi 1.16 psi +0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined FootingFile=C:\Users1Dennis\Dropbox1VISTAS11VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 :tW-0601052 � •.•. - ' f ,z '-, f lit;enseer°Vista Structural Engineer ..:..., Description: Plan 60D:Footing at front wall of great room Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? Yes Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 2.667 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 1.50 ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 1.50 ft Pedestal dimensions... As As Between Columns = 13.50 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 1.50 ft Col#1 Col#2 Bottom Bars 2.0 4 0.40 0.3888 inA2 Total Footing Length = 16.50 ft Sq.Dim. = 6.0 6.0 in Top Bars 2.0 4 0.40 0.0 inA2 Height = 1 1 in Bars Btwn Cols Footing Width = 1.50ft Bottom Bars 2.0 4 0.40 0.3888inA2 Footing Thickness = 12.0 in Top Bars 2.0 4 0.40 0.3888 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3.0 in Bottom Bars 2.0 4 0.40 0.3888 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 4 0.40 0.0 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = k Moment(+CW) = 11.90 k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = k Moment(+CW) = 11.90 k-ft Shear(+X) = k Overburden = 1s•s- Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructural.com tom_ �,1 COt71t7111E't� FOOL File C\Users1Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956:ec6 . Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . Lie. :MN-060105523 \\• � L1 St tnJg, t uLie Description: Plan 60D:Footing at front wall of great room DESIGN SUMMARY Desig OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.708 Overturning 14.280 k-ft 24.396 k-ft +0.60D+0.60W+0.60H PASS No Sliding Sliding 0.0 k 1.854 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.1514 Soil Bearing 0.4037 ksf 2.667 ksf +D+0.60W+H PASS 0.06665 1-way Shear-Col#1 5.476 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1157 1-way Shear-Col#2 9.502 psi 82.158 psi +0.90D+W+0.90H PASS 0.002553 2-way Punching-Col#1 0.4195 psi 164.317 psi +1.40D+1.60H PASS 0.008603 2-way Punching-Col#2 1.414 psi 164.317 psi +0.90D+W+0.90H PASS 0.01753 Flexure-Left of Col#1-Top -0.2757 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.7034 Flexure-Between Cols-Top -11.063 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.601-1 PASS 0.7297 Flexure-Between Cols-Bottom 11.478 k-ft 15.729 k-ft +0.90D+W+0.90H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03438 Flexure-Right of Col#2-Bottom 0.5408 k-ft 15.729 k-ft +0.90D+W+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+L+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+Lr+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+S+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750Lr+0.750L+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750L+0.750S+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.60W+H 4.80 k 2.978 ft 0.00 ksf 0.40 ksf 2.67 ksf 0.151 +D+0.70E+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750Lr+0.750L+0.450W+H 4.80 k 2.233 ft 0.04 ksf 0.35 ksf 2.67 ksf 0.131 +D+0.750L+0.750S+0.450W+H 4.80 k 2.233 ft 0.04 ksf 0.35 ksf 2.67 ksf 0.131 +D+0.750L+0.750S+0.5250E+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +0.60D+0.60W+0.60H 3.36 k 4.253 ft 0.00 ksf 0.37 ksf 2.67 ksf 0.140 +0.60D+0.70E+0.60H 3.36 k 0.000 ft 0.14 ksf 0.14 ksf 2.67 ksf 0.051 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+11 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 0.00 0.00 999.000 14.28 40.66 2.847 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 10.71 40.66 3.796 +D+0.750L+0.7505+0.450W+H 0.00 0.00 999.000 10.71 40.66 3.796 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 0.00 0.00 999.000 14.28 24.40 1.708 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 0.11 psi 0.11 psi 164.32 psi 0.42psi 0.42 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi ' 0.36 psi 0.36 psi +1.20D+1.60L+0.505+1.6011 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 3.36 psi 3.54 psi 164.32 psi 0.06 psi 0.78 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footing file-C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111956.ec6 9 Software copyright ENERCALC,INC 1983.2018,Build:1018.7.31 Description: Plan 60D:Footing at front wall of great room One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.60S+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 3.36 psi 3.54 psi 164.32 psi 0.06 psi 0.78 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 5.48 psi 7.58 psi 164.32 psi 0.35psi 1.28 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 5.48 psi 7.58 psi 164.32 psi 0.35psi 1.28 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36psi 0.36 psi +0.90D+W+0.90H 82.16 psi 4.11 psi 9.50 psi 164.32 psi 0.26psi 1.41 psi +0.90D+E+0.90H 82.16 psi 0.07 psi 0.07 psi 164.32 psi 0.27 psi 0.27 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Proect ID: 1956 Project Descr:Tu (971)645-0901 ckunder Cottages(60 series) dennis@vistastructural.com Wood hear Wall File=C 1Usefs\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lits #:KW46010523` Licensee:;Vista Structural Engineering,LLC Description: Shear wall between entry and kitchen General Information Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Total Wall Length 6.0ft Framing&Chord Material: Number of Storys 1 Wood Species: DouglasFir-Larch Story#1 Height 9.0 ft Wood Grade: No.2 Fc-PrIl= 1,350.0 psi Ft-Tension 575.0 psi Fc-Perp= 625.0 psi E 1,600.0 ksi Specific Gravity= ).4999 SDC:Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels,Sheathing,7/16"Thk,1-3/8"Min Pen,8d Nominal Seismic Shear Capacities(plf): 6"Spac. 480 3"Spac. 900 4"Spac. 700 2"Spac. 1170 Nominal Wind Shear Capacities(plf): 6"Spac. 670 3"Spac. 1260 4"Spac. 980 2"Spac. 1640 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: Max.Allow Stress Ratio: 1.0 : 1 Chord Area= 5.250 inA2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening , Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\UsersennislDropbox\VISTAS-1WISTAJ-1\ENERCA-111956eceWood Shear vv ii oare opriENERCALC,INC.1983-2018, id10.18.7 31 Lic.lkr..KW-060105523 Licensee:Vista Structural Engineering,t.LC' Description: Shear wall between entry and kitchen Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 7.175 Shear Panel Summary Panel Level Max Shear #Sides Shear Summary&Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force #Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Chord Naming Information:C:Item is a Chord L:Followed by level number #:Followed by chord number from left to right WL:Indicates Chord is on left edge of wall WR:Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist.Left 7.50 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 6.0 ft Fy 40.0 ksi Footing Thickness 12.0 in Dist.Right 7.50 ft Width 2.0ft Total Ftg Length 0.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 0.0 psf @ Left Side of Footing 0.0 psf ....governing load comb 0.0 ....governing load comb 0.0 @ Right Side of Footing 0.0 psf @ Right Side of Footing 0.0 psf ....governing load comb 0.0 ....governing load comb 0.0 Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg Right End of Ftg vu @ Left End of Footing 0.0 psi Overturning Moment 0.0 k-ft 0.0 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 0.0 k-ft 0.0 k-ft vn*phi:Allowable 93.113 psi Stability Ratio 999,999 :1 999,999:1 ....governing load comb 0.0 0.0 Footing Bending Design... @ Left End na Right End Mu 0.0 k-ft 0.0 k-ft Ru 0.0 psi 0.0 psi As%Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.3888 in^2 0.3888 inA2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood BeaCTI File C1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 l i #; 6►-O6O tOS23.. • ,s licensee:Vista Structural En t.ineering,LLC Description: Deck support beam(worst case-18'x10'deck) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1D(0.0550)L(0.220) 4x8 4x8 , Span 1.0 ft Span-8,0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 ft !DESIGN SUMMARY __ Design OK'3, Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi fv:Actual = 56.60 psi FB:Allowable 994.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.154 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0590 0.000 +D+L+H 2 0.1537 4.022 0.0000 0.000 Vertical Reactions- Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.392 1.083 Overall MINimum 1.114 0.866 +D+H 0.278 0.217 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastru ctu ral.corn Wood B@atll File C1Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lk KW-06010523 ;.: • • n yMenage Vista Structural Enineerin4,'U.0 Description: Deck support beam(worst case-18'x10'deck) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0.217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +0+0.750L+0.750S+0.450W+11 1.114 0.866 +D+0.750L+0.750S+0.5250E+H 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0.278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bec3t11 File C:\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA 1\1956 ec6 Software copyright ENERCALC,y�;,� INC 1983-2018,Build 1018 7 31 # -06010523 ` :,', �... , .. Mew*:Vista Structural Engine LAX' Description: DECK JOIST SUPPORTING STAIRS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(O.0Ci L(0.24) D(0:01)1497D-747D(0.01�L(0.04) • 2-2x8 Ark' 2-2x8 Span=9.0ft Span----1:oft, , Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50—>>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY _ _ _....... " design OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi fit:Actual = 48.11 psi FB:Allowable = 1,055.70 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio= 628>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.215 in Ratio= 502>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.2148 4.626 0.0000 0.000 2 0.0000 4.626 +D+L+H -0.0745 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C`.1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 Uc �V �l52 • c x •.n . Licensee lactural Eng1neer ng,U-C 3 Description: DECK JOIST SUPPORTING STAIRS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.622 0.778 Overall MINimum 0.498 0.622 +D41 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+hl 0.124 0.156 +D+5+1-1 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +3+0.750L+0.7505+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D+0.750Lr+0.750L+0.450W41 0.498 0.622 +D+0.750L+0.7505+0.450W4l 0.498 0.622 +D+0.750L+0.750S+0.5250E+H 0.498 0.622 +0.60D+0.60W+0.60H 0.075 0.093 +0.60D+0.70E+0.60H 0.075 0.093 D Only 0.124 0.156 Lr Only L Only 0.498 0.622 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: .Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C\users\Dennis\Dropbox\VISTAS-11VISTAJ-ItENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018,Braila 1018 7 31 1C..# K'f- -06010523 �\\ Licensee Structural sraK EngtnesrKng� Description: DECK STAIR STRINGERS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase p(o 0,15)L(9,161,..� 32x8 Span=12.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft DESIGN SUMMARY Desi,n OK Maximum Bending Stress Ratio = 0.677. 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 774.79 psi fv:Actual = 26.34 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.250ft Location of maximum on span = 12.044ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.332 in Ratio= 451>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.415 in Ratio= 361>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4151 6.296 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.469 0.469 Overall MINimum 0.375 0.375 +D+H 0.094 0.094 +D+L+H 0.469 0.469 +D+Lr+H 0.094 0.094 +D+S+H 0.094 0.094 +D+0.750Lr+0.750L+H 0.375 0.375 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com T Wood Beam File=C\Users\Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC 1983 2018,Build:10.18.7.31 . 23 s ' \" • %fLicensee:Vista StrtiOteraiEngineering,LLC Description: DECK STAIR STRINGERS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.375 0.375 +D+0.60W+H 0.094 0.094 +D+0.70E+H 0.094 0.094 . +D+0.750Lr+0.750L+0.450W+H 0.375 0.375 +D+0.750L+0.750S+0.450W+H 0.375 0.375 +D+0.750L+0.750S+0.5250E+H 0.375 0.375 +0.60D+0.60W+0.60H 0.056 0.056 +0.60D+0.70E+0.60H 0.056 0.056 D Only 0.094 0.094 Lr Only L Only 0.375 0.375 S Only W Only E Only H Only {.� PL15-31 2-3-15 , 4 Roseburg J2 MAIN 10:06am 1 of 1 CS Beam 4.11.26.1 kmBeambngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 II n/ 11 0 0 11 0 0 7 22® 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for appying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER is Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,fioorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualifietl designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 MUMS Design Maps Detailed Report ASCE 7-10 Standard (45.56872°N, 122.83002°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1[13 S5 = 1.025 g From Figure 22-2[23 S1 = 0.447 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vS Nor A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Vista Structural Engineering,LLC Plan 60,Polygon Northwest 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 Ta 0.2 (=0.1 x#STORIES) Ss 1.03 S1 0.447 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site Fa 1.090 F, 1.553 SMS 1.047 (=FaSs) IE 1,0 (Importance Factor) SM1 0.654 (=FvS1) R 6.5 (Response Modification Factor) SDS D1 (Seismic Design Class) SDS 0.698 (=2/3xSMs) SD1 0.436 (=2/3xSD1) Cs 0.107 V 3827 lbs (=Cs x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15 psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhxk Cy), Fx(lbs) 2ND FLOOR 1188 23760 18.5 439560 78.7% 3013 1ST FLOOR 1188 11880 10 118800 21.3% 814 k=1.0 TOTAL WEIGHT 35640 Fx=CvsV Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS < 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S, 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.025 g, Fa = 1.090 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 S1 > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SI For Site Class = D and S, = 0.447 g, F„ = 1.553 Equation (11.4-1): SMS = FaSs = 1.090 x 1.025 = 1.117 g Equation (11.4-2): SM1 = FS1 = 1.553 x 0.447 = 0.694 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/ SMs = 2/ x 1.117 = 0.745 g Equation (11.4-4): SD1 = 2/ SM1 = 2/ x 0.694 = 0.463 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] T� = 16 seconds Figure 11.4-1: Design Response Spectrum T<To'S.=Sm(o4+0.sT/Ts) T0.5TTfi:S®"Ssas Ts<T5TL:So-Spl1T T>TL:S.=SD,TTJT2 � I 3 I �r s I i Y LY ( 4 i 5L Y 1 # k # i # 6 # 4 a ` 7,- 1=` uvt 1,00,3 Peas'A,r fse,±) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. 11f fi r u"1 �l h 3 B ji � 3 at f E y y t r.1 a521 1 v,._ y-,1s '-.1 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[47 PGA = 0.452 Equation (11.8-1): PGA,, = FPCAPGA = 1.048 x 0.452 = 0.474 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.452 g, FPGA = 1.048 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17153 CRS = 0.898 From Figure 22-18(61 CR, = 0.867 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV Sos < 0.167g A A A 0.167g < Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and SDS = 0.745 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and S01 = 0.463 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf (_ It[')e/S‘tpgi--VtG4f f to /1)PC9 "0 T ^``omk /2,2- • --< I t,-3' 1 tt L.,j -.z_lk4,14/.7,ipe" •11 psr- /7,t11/4- c,EA01/ - 17--I l! 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' , z(eq't-C-PrAt--•-•---.....• , . . . i : •71:01) ,I , •-•1 WI = - it-1/ Vi0- t • :: i -47 1 ; • • : : , , f I ' i (416-0MA '? 1.4 l''!' °(16/Ch: I • i : i , • ; '-. : i LAAA/D:Esckotal,is so-b-j- kxitt.15 - , : „aj !• L :. ...___L.../.._.Iti,..tki,i4 z-244 , — ,( --- - ! ' 24,- l'ik a a-6(p #-H (4:t 4.•i,g) 1 ' . : : : 1 '' 61(f*AYIt2t4 ! 1 i Wr--":"* t r= r2-- i :7-• :: y74 : ,-... , -i : - . ' : 47,- '7-: ) .-L'i ILI t •:i . . . . i - '.. i ! : : . , , • • , : , VD, --- N•s !- I--,---' -1--' : -- - : .... . , . . . : . -t. . i 1 '1— ' a I i ; • . . , , . ...:.. ...!. . . . PROJ: i DATE: fif . 4 - V 1 ' S. 'THA .......„:„: ; PROJ#: 44. 16. -- STRUCTURAL ----1 ENGR: DMH LLC. ENCIINEERING l' - ,:, , : . : , . . , . . ,4,. 1?- o . 'b LAR_ 4r-116v . ,, ,.., : 1 1 ! 1 ! Rjz- i A i : • - ! i 1 i- : ! '1 1 !.:i Nr- i-r_ A,O. ._e_#' ,,-. coLqi- -41L . ' ' 1 ::, 6 q).0V4 • '. : 1 ! 1 1;. —1 . 4 4-1: fiii(2,,-i ik. i .. , , . i • .c- . 1 , :i.. /.5-60* 1 , : • : ! , : ; c !... ! 43 ! tz 1--)WOA: tt,.._ '''41.5i4FAC., 11-' 1 :' 1 ; i , 1244 H -irt..i- -• 't it 'i, '..ir ' ' ' 1 • i. ( ' ! j W ' /Y7:44' ' k ; . - - i 4 ! : ! ‘ii 7 . ', • ; i , ; , • • . r. : . ,. ,... : , : : : : • : ! !' c,...,..,.,...4:i......_ 2_,1_,f, z* 1(A•4 6) . 191* , .1-2. - I 4-tG17+-)-6if 131-*xq,5-- -:._ : . .:' Ill ' • " :-:: f 4- 77-5.7 !, . 4. : • ;, .: !• -, i , , t -.- ; .•44061-C-1 F- 14" 0 tOtt-4 Mt -74. 0 ': . , • . , , , ! '• i '.•, 4.6F-- b v4-?f-e• . Lai 1 s.ptiPL. . : - - • ' ! ; r.E, ( ,;; 6.„) ic,". 1 47- _ i ,.c 1 !. !ai,te, 0c /t .1 .1-4 -116-4-p ,: kr-4-104-1 , - HA..1,..L.,11 =--, ___ --i. .- -.-?- 1 , ! !! ..! -;. 36 .4'-_!(g, pfiT PatfHtt.I., A(., - 174?..JP.I.#767:: [ /k6 1.L2;-- IM !1 1:4 .:! . PROJ: ; •• •. .. . .... . DATE: . . . •• il PROJ#: ‘!. ;$11t foill . ----.. -1 St RUCTIJRAi. ,:.,. ..".:ri: ENGR: DMH E-Tkii: 0.1.N E0....1. hi'l.P.:!-,:l L.!Lt -• .. ..: ..„..:,. • .. :-. .: ;:: , ..!• :••••••• ...• :. . :. :: .. . . .:.::::..........: •,... . . . . .. . . .... „ . , ..... .. . . _. . ..............................,........ ..............„_...... .. . , • : . . . • : : : . : ,.'7. 13:1-; 1----t:./3a--! -D k 6:-Rtieli4Onk...t. i ! : : : I tj= 611 */•1: 1 •• . . . . . . . , . RI ! U0 /: 1 L ! - • . . , • , • JAL ' ' : : • i : • :Vi •*A i I ' -: : i • : , • K . 1 , • i , : . ; 1 P : • ! i : i .: . . : . . . : : . : , - ! i iS 11 '• H.. ',$'41:6"_6'. '• . , . ,L,,,, , . ._ _.,. ,, „, ,. , . . . ' • . . : . igir,--6111. 'i _ , • 1 • . , ; . . ; ! 4-1 z3$7" ! ; • ; ! . , • : ; 'ti 4-12.5.2" • .i, - 1 , : • i ! - . . . . . - - '- --', - - 1 F....„„.........„..................„. ' ' . ' ; : : : ! , -1 ; • 4 : . . . i . . . - . 1 1 - • • " ; , , ! • . . . , - . , , ; ..; i. , - ;..i-;•--- - --i- --.' ;:, : : y....._=.€;.4L . t;2...1 .3!,57.1.1. .... _....../....oel.t.___..102...T......_.. V 23 6?-41- - --:2-ZA: . . • . , ;A"): : ' 271.*0- i i! 177C- .. -PO- Ws44 2C - • . ) 0 A... ' ' . ' ' ' ' • ' . " . " ' i , >- 4e)g- . . . . : C.) ; .'i' F PLY t^-)0 6-1 'id& lAA-ti_<': ! 1 04 si-i-e4_--r- H61.0! :: i • 1 ! , 11 ! 1 ! . . ... ... ,....... , , , , . - . , . .. . .. • ,• •,•,_•_ , ,. . . .. ...-...-.,---. ..-- ----....-..... ,. . . .-.;......... ' . . : ....... ! 1 : • . : . • , • - , i i , ! ; 1 , :. : . • , : : -- : • ,, ;,. . . . PROJ: . ... . . . ... . _ . ..._ .... .._.._ . .:: : 11 , . . ,.. STRuTuRAL. : '''. ' :: . . .. .. . .. 1 ENGR: DMH • • : , • . C.Ack.A.,41 7161>i 14-AISI. i$I.'L.N Oa-1 ie.Z.6)(..) VIA *744, 1 +.1 1.571( *'.ki; :-.. '.. "3'2._sT:4J-4.7. ' :'-: ', i '.: i 1 3r.0-4. ! 2_ ... r_. - . _....,—. .„. .. ' ,go —f-At"" 4...! i S ! ti6tt'40! i .#-: : 53, e-- 1 ii— . I • . : , . ! p".#,A$ P4tt--- !w(: .7.414i4Y1-1 .,___: HO- 0 NririL-- ! P-E_Qo ,-/E..cto-t it3f6, :,. .zi,. 542c,fec: , (,.4),I4,510:(1.:j, • ' 17 ' :.576C44: 1 ' ,,.i.H , ',' 1 i 1 i .ali ---- //8,4441 ,c'e._ ir 6i ''' ,, . ---.. (....0*.- Ai A-1LS 1,i / 9-*/ "-- ' ' ! E ! i , .,_.- /0-14444/C-, . . . : . C'4c-c".' : . . . . , . - : . • , : • ,.. , : -I • \ . . ' Ir i---,--Jel• ?-%Lsq brr:: 6 )i to d ti.ktFs;.: f----it -: -14 : 7.-R)T4e....„) ; 04 6I-c.4-117 5 IT) P- Sp_111,C; • - . : 1 i , . . . . . . . . . • . : : : i : , . : . . .2 „........—.. .._ : 1 • I . i : : t • : 1 ; .: : . . . : .. 1 'i . ..• . „ • . . ..i ... • • 1 i . . : ! '. i ! : r i .1_ .... . ..,..._„..... . . : , , ,. : . • • : . . . ... . - ; , • . . • • . .. . . • .. . , •:.: ,: „ . : - • . , . :, . ... . . . . . . PROJ: „ .. . . . ().: DATE • - 4 l'e : / .,...., ''.. I -440 • i 110 1,5ii. P. ..e." STRUCTURAL -7-7! ENGR: DMH EERN ;G:,: !--:-L, L t7-7 . . 0211_.•11: F1, P4 4 HC -i 6--!:: : . • , , : --AI ! ' ' • : i : ' :4'7-4: SP$.4 :: - • ,1 ' ' F : - : : - • . i shear at lines 3 & 4: : f . i i i; Al — 3249#/9.5ft = 148#/ft . .. • • 8d nails in plywood: Z' = 102#/nail .. • , Use (2) nails per foot (detail 1/S1.4) .___.. i Tension force @ end of wall: . - . • : ' 148#/ft x 12.5 ft = 1850# .. . : Use Simpson CS14 for drag trusses r . . • i : : : :: • ! . .• E : • • • • . . ' '• 1 , C) ' • :...k V7 —..7 ..— -,., -.. .,.!,,-- —4E±.—• ice3o*". !: ! ... . . . , . . . .. ' • : . - - -- --7--• 3t444- • , ,..._.. .... • , , . : r • i i 1 • . . ... . ., . • _ 1 ' ; . 1 , !• , - ' r i ' ' ' , i - - • '‘. r L ! ! r : •.' 4 , ,, ,„:„.„,„ ..,„—„.--4...,..-----„„.... . . : . • .... .. .,. ...... . i 4 — - • ,0 , i .-;...1.=••••••• < •m 1 , ! i i . .............,......-- . 2,920 1:4-66A t:: 4 . . , _.. , . • , :. .. ... ..... , : , , _ii , -- • . . . : . . . . • : ,, , . . PROJ: h . DATE: i .... . PROD#: • . : . T STR U C_TL. A:L ;:: ENGR: DMH • • • E : mac-•-—µ • j.. .. ..__..._.. _.._.___. ._.__ . .. ....... ... ._ _.. e — _.._ • s •. 1.: PROJ: ' [ . : . . . .. . . . . . . • .. •,,. ••.: . - • i .‘,....,...........I) .• • - . . • . . ... . ... . • 1 : . I DATE: i i .4 ..,,,M :. . . . ._ _ .. .,. . •- • •• . f -Migt : . • ._ : . .. ._ . _ .- - - ... _ PROJ#: ............. .....„ _.. ... '.'".'-. '• : -401, ...1''. ' -- '"- - S T R ILICT UnA.L,'..'--ml . .,_ ENGR: DMH E 'N 'C---- I .11j E •E ft I At'-M-, •16;!L -C . . . .. . . . . . 1 . . . .. . . . . , • ... . . , .: : , • : . . i . l'ir: Sflgj41. Tr LEVel. 1 • L : • . . . . , ..i- .: , , • • • . .. .. • ,.• ,: ,• • , . .•• i . : . 1 /27riL 1.,440-5 , . .. . . , ,... . do , :• :, 44--- tryo#- :. ,, , , .., .. , , . • . . , , . . ..„. ,.. . _ .... , . . . , . . : . . :• . ...e _ • . . . •: H .....____:.•• 43: /p4 Dis-tE4r144.046,p • . : • • ! .•• ,• : . . . : . . , . . • : Fira.c.KA 4$0 t tg . . i• ; • . . . . , . . • . ,, ; , ; , - • : . ; •.: - ,_----,,, . : ; . _ : - •,-; 1; - t ----- • : : . . : . r , . •• , ! , . . . . • . • . : , . . . • • • • . , . . , • . , . ; . . • • .. . . . • . • • - : . . . . . . : . i : . . . ; • . . . . . . . . . . : : ; . „ • . . , • , , • • . . . ; .•• : • . : . : : .•• : :•; . •• :' - ;; ; . , --; --1, •--;;-. '--r-'. ---i-----• ---- IMO- .; -r• ; ..• . , .• ; . ; , .. ; • - , .. : . . . ..i.- , : .• . i . . . . . • . ,; : • . I . . I . . . . : , . -4--., Dgitftivi 0464) : . • , 1-- , . . ,. • • I i . :::: -- :: •Ei • , --:..... i . . . , . 1 . . • • . • . ... : . : ... : .....i .. • „ . • • ,--- -:.. . • . ..............„. )G?it ! i ! , , • : , ... . - . ,• • , i ., ..• i :.! • • . . , : • . . . , • . • • • ! .. .,.. .. . , : . . ... : .••,. . : ; . . i . . • . . : , • , „ • . .. • , : ; -! . . . , • . . • . • ! . . • , : . i, i , , . • . • ., , . . : • • , • . • • :•• , . , . . , . . . . , • : . i • „ , , .. 1 „ . . ,.....• , , „ i t : • , ,„. „ i :•• , . . ,. . _ . . t • i i . ,, , • .. . . . . , . , . ; ..., .• . E - , „ „ - . . . - . . . • . . . - • • , . . . I 1 , . . . . , . . . . : . • • • , • , • . . . . „ . . . • , , • • . . . „ . • , , , . • ,. . ...._ ,_ , -.- • 1 ; . . • • . . , • • • . , • 1 : i ; i ! . • . . . . . . . . . • . .. . . , : . . • . _.,, , . .• . • • ..- 1 St . . .V.: . I. ' S . . .:.; •,::-..::-:.:',:::... .'''' '1 PROJ#: I $lit .411 ti 1, • •-• . :. : : .. : . ... -.1..... .:.,,..- -:-.- -.: : .7-1 ` ; - • ; u5. -- W......1:„D...pe!..a0373 i,,Div-c.00i?.- \,4Jo!clz. xl_A44-44/ /4 : ! !: , :reptt..- :‘,019D ..; od p'Aatt.4 d V :.--. i3f4 +- 2-3- .i i-4 i-7 ,572#..!vt : , , iI ! : ' • • " ! : ! • ! FT--: ' :.! •, : 1-• : i ; 47 _: ----i r-----1- -..-,......./A.Z.14/4- : 4_ 5(304,4 -t-1, 41"'.‘i7.-C...Y. D. .0/1-Teci--1)-:.--ii --. si•07_ _ PROJ: ta DATE: .. ,.,t. : :,—Hi i '`•24i, r . . : , i A ; ,. -*.i - . . .: L.- :.-. .... .. . It:1 •••)'''"II: ' ' PROJ#: -- STRUCTURAL H ENGR: DMH . ' " ' ' , , ! • f i ' .i . 1 13 t4-Serl4if•J'i 11 644-6 C (00Art ! ! " 1 i ...- . ,. :: •:! IP* (---T1 4-.2- 'fa *I. '' - -.....- ....!. '14e...A1Z- 1•44144 ' , , , . . _.. f , ......,....- , . . , , . - . , , • . . . 1:7--2.- i 1 x 1 : i • .!(9 r.'f i'.'•4- itzA .C,,i -1)t 4-'rPhtencavx, pics.(W . . Pe-rz1(L. . .... -.-F.--; 7-F, '. Ciffi. /r ; ''; • ' t I 1 t - f„1"tt , 1 ..... oi,Le-.. 4..e....LLe.) . . , : ; -!:- , ; •: . . .. .. , • ; i : • 1----: --1. I c-14-/ '':- :4 ,i3dso.0.- 1 :-. , . . . .• . , . .. . . , . . . . i - --,.., - 1: r-- : • .ri : , ; : ,... , •..; • ; . , .., , : ,. , , , 1 •, , ,• ... . .- • ; ! !. : . i •• - .- I-••....;-,------,-- - ! . : . . - . , ... - '• ---- •t•-• ', t - t- - !--- ; , ; 1 , - : , : • _ ..;... : •• -.. -, ,............ ._.......__.....__. . ..:. . . , . ; :.• , . . : ..„ ...................... ....., , i ,. : :.•,- ; •••••--t•---.E... ..•"' •••— i ----±--.-------- _ . . ,. : • • ! :_ , .......... _..._......___ ,: . . •i : . :: . . , ! . . PROJ: s PROD#: ,. . ' 001 STRUCTURAL.,- ENGR: DMH E . J .. v .. .L L. j j 1--12-41\15 ,f-g4, 0 9r'L I.-.LitJ2-...._._70 : L-64. . _.._.._`_.-._.-. T6_ = i ... j } 7 2 " i - • S‘r .= ! .-!..... -i' ! .." : 1; :144". V-ILA.GEW: :2" b... -.,4 '.?, 1 i I. . i , : , : . E ; • j , : !. :' j ! ! i H.N41/_:64_i_ite_c_' 44"., , : ; Aii--kok. -3-0 " Z.kit, t_ct4ceR. uj./ (3) 1(4 !,v4rit..s. .__e,i.x.,..'......cr_.1(.1,\_E4c.W 4'.1tP)Z..::=.:.I.q1 - L. !, .__=- 2J25"."4-4414- 4-st4ilt,1 - . -oa4. .- t ,,:c-,0.1-f --c.-(t 4. *- ra.. t. / (3i(G4 6.AP"_.. F.?91 • : - k. o - - s/ :t, 5" ra t--\tr. ,,..: 1.51o4+73--rA 4,- ,,,i 4 t,. .. At/cAE. ,, ,___..... .. ' - ' b , :: .: S -j 1 �-i$S7 ��aa _ em.4: 21 _.__. ._._.._._. _._.... ..... .. ; ' �s -- _ ► �' ,._._.__._-- I i - 4 PROJ: j DATE „ I PROJ#*: r STRUCTURAL C: j ENGR: DMH (2, c/Tro---,C 116- I VIC, -r . . • 7,74_74_ 12.'214, 1-1°44:1 \ 5164 ,43 e a.01 I 03' C if Pr > V-,5!-C-- I / 4 Lt Perforated Shear Wall Job' Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate I able 4,3.3.5(American Wood Council SUPWS) spacing(8d common or galvanized box nails) Co Lateral Force 808# Seismic Wind %full-height sheathing h/3 ......................h/221,/35h/6h......... Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.36 0.7.......................................................4................038...... Maximum H/W Wall Segment ratio: 3.5:1 .........................6in..........-....240#/ft„.................-............6 in. 335 f#R ...,..............20%...........................1.00......,............ 0.71 0.56 0.45 0.38 0..................... ..............................05...................4................042...... .......................................................................... ...................................,................,,...........,... 74 0.59 0.49 0.42 Maximum Allowable Shear per sheathed face: 1218#/ft 4 in 350#/fl 4 in. Nit Faces of well with APA-Rated sheathing: 1 3 in 450#/fi 3 In. 630#/R 40% 1.00 .... .... .... .... 2 in. 585#/ft 2 In. 820#/R 50% 1.00 0.50 0.67 0.57 0.50 ............ ........... .._...... ..................... ......... ... ........... ........... ......... Verify: Sheathed both faces Sheathed both faces 60% 1;00 0.83 0.71 0.63 0.56 ......... ......... 3...... 1)Full-width segment without opening at each end of shear wall? Y .........................S i2:.............,..480#/R.................................6!n:..............670#lft ................_70%.........................-1.00.........._.......-.,...,.0.87,.,...........,...........Q.�7..,..........0:69............x63...... 0 8/................. 2)H/W Ratio of all segments within limitations? Y 4 m; 700#Jft.................................4 In. 980 8/ft 60% 1.00 0.91 0.83 0.77 0.71 ................60#/.... ........ .-., ...-........................09...............08................063...... 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/R 3 In. 1260#/ft 90% 1.00 0 95 0.91 0.67 0.83 ..... .170 n... 408/ .-...... .....-... 1-,--.. ....... ......... ........... 4)Lateral force does not exceed maximum allowable shear? V 2 in. 1170*ft 2 in. 1640#/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet V Overall Wall Height 8 ft ... '.__""` ._`...."ccwz.':vw.mo"+..... '._.._.' '...._.'.... .. .. ... ..r Maximum Opening Clear Height 3.75 n • Overall Wall Width 22 fl H/W Ratio k._.___,...:.__..._. ' Wall Segment#1 Length 3 ft 2.67 OK Wall Segment#2 Length 3 ft 2.67 OK Wall Segment#3 Length 5.67 ft 1.41 OK 7ema.'.ssc. 9 gt X--_-BL'-Cdt$NY 4--...y ,--77,7,,t44.7,'- Wall »{?'tJ'Fl1SfiALE3 •d' ,p............, ''T§! YkY.�.............. Well Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/AOK [ Wall Segment#6 Length ft N/A OK • Floor 8 Roof Dead Load: 45.#/ft /r I i ,,,/i , Self Weight Dead Load: 120.*ft 8 .. OK TO PROCEED WITH DESIGN v wa c thf,X2 iI Nominal Shear Capacity: V„=vCoLli Anchor BoltaMalls Required %full-height sheathing ' 53% Minimum sill plate thickness: 2 x v�f� opening ratio: 47% 1/2"dia.Anchor bolt capacity: 1040# `" / Co 0,8 5/8"dia.Anchor bolt capacity: 1488# �� 11 )ftwan € q(Service level unit shear): 69#/fl 16d common nail capacity 226# 5 € Total no.of 1/2"dia.Anchor bolts required: 1 • °, For Deakin Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 ? `4 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: • 'i E All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 264"O.C. ^ a " t Intermediate Framing Members: 12"O.C. 516"dia.Anchor bolt spacing: 264"O.C. vn.ur rmour?ne.ss u uxarr'rmrzx+ aazaroro 1 Wall Sheathing On: ONE FACE 16d common nail spacing: 31"O.C. 4.. macs ,Onc:r. q. For Deakins Governed by Selsmk Gross uplift force at ends of perforated shear wall: 692# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 225# All Panel Edges: SEE ABOVE"O.C. Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU6-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end length `Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate 1 able 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706'.# Seismic Wind %full-height sheathing h/3 h/2 2h/3 5h/6 h ......... 6 ....... ...036...... Wind Force(1)or Seismic Force(2): 1d. Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.36 .................2 „-. .-...-., -.....1..........,............... ....07.............................0...................04................038...... Maximum H/W Wall Segment ratio: 3.6:1 6 In. 240#/fl 6 in. 335#!R 20% 1.00 0.71 0.56 0.45 0.38 ......... 0B .......... .,... ..,.....,.,..,, ......... ............ ......... ....... ...042...... Maximum Allowable Shear per sheathed face: 1218 Mt 4 In. 350#/R 4 In. 490#/R - 30% 1.00 0.74 0.59 0.49 0.42 _.,... ......... ...n... 0..... .......... ...... ...,,, .. . . .. ......... ... ..., ......... ...... ...045...... Faces of well with APA-Rated sheathing: 19. 3 in. 450#rrt 3 in. 630#/rt 40% 1.00 0.77 0.63 0.53 0.45 ......... in. 5..... .,,........ . ....-..-. ............. ... ......... ...,.0.,.. ......... ....... ...050...... 2 585#/fl 2 in. 820#/ft 50% 1.00 0.80 0.67 0.57 0.50 ... .-, ......... ......,,.8 ......... . ........... ......056...._ Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 ............,, ...........................1........................................8.............................07..-..,........0.,,,,,............063....,. 1)Full-width segment without opening at each end of shear wall? ".':= Y' 6 in. 480#!ft 6 in. 670#/ft 70% 1.00 0.87 0.77 0.69 0.63 ......... ...n... 700 ............. .,, ........,- ......... . ...0..., ....... „.,.....0.,,,,,,,, 2)H/W Ratio of all segments within limitations? Y' 4 in. #/ft 4 in. 980#/R 80% 1.00 0.91 0,83 0.77 0.71 ,...... ...n...,,,, 90.. ................ .......,.,,,, .......... ........ ...09 .... .....083,..... 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft 3 In. 1260#/ft 90% 1.00 0.95 0.91 0.87 0.83 2 17 .., ..-...., 2x. ...-. /................ ....,-.-.., ........-,. ........ ...1.... ... ... ..,-. 1 ...100,.,,.. 4)Lateral force does not exceed maximum allowable shear? Y in. 1170 iNR 2 in. 1640#/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height B ft ,r...._...... ............... ............-owawac.w,xuwxrttr.. ..............................._.......................................,r Maximum Opening Clear Height 3.75 ft j Overall Wall Width 32.67 ft H/W Ratio "x..._._,.._(. __._.._-. ..._....._.._...,,___._,..,._.._-_ ___._.., Wall Segment#1 Length 6.5 ft 1.23 OK Wall Segment#2 Length 21 ft 0.38 OK • Wall Segment#3 Length ft N/A OK ,.....-s#/tzar r------t „+-a,�PPLICRE.r��c-�x -------- trtr z--------a Wall Segment#4 Length ft N/A OK i Wall Segment#5 Length ft N/AOK i Wall Segment#6 Length ft N/A OK !• "" EL, 27.5 ft '• 1� Floor&Roof Dead Load: 30#/ft g i ., .'1 1 Self Weight Dead Load: 120#/R T OK TO PROCEED WITH DESIGN ' ' R \ vamoow,0,c to i W` op,,a,,,, ), , Nominal Shear Capacity: V"=vCoEL; Anchor Bolts/Nails Required i / \,.4 f \ j j • %full-height sheathing 84% Minimum sill plate thickness: 2 x ? "xxxa opening ratio: 47% 1/2"die.Anchor bolt capacity: 1040# /... .......... r. v +c Co 0.91 5/8"dia.Anchor bolt capacity: 1488# r � q(Service level unit sheer): 98#Ift 16d common nail capacity 226# • ! e q'(=q/Co) 108#IR §3$ \ Total no.of 1/2"dia.Anchor bolts required 3'. 1 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required. 2 p s 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: a All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 12"O.C. x. ♦�{t{ A. Intermediate Framing Members 12"O.C. 518"dia.Anchor bolt spacing: 72"O.C. RPUP"x.".OMPRERVON tA,R4F"RMIMPRERRAOR Wall Sheathing On: ONE FACE 16d common nail spacing: 26"O.C. roar PRS t For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 865# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -710# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 wl SSTB24. Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 inches wl Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end length 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706# Seismic Wind %full-height sheathing h/3 h/2 211/3 5h/6 h ................ ....., Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v .....................10% 1.000;69 0;53 0.43 0.3836,.,... '.. Maximum H/W Wall Segment ratio: ,_3.5:1 6 in. 240#!ft 6 in. 335#!R 20% 1.00 0.71 0.56 0.45 0.38 .... 4..., 35... .........,, 4 in... ...8/.. ......... ......... ......... ......... ......... ......... 5......... 42..,, Maximum Allowable Shear per sheathed face: '121 B#/R 4 in. 350#/ft in. 490#/ft 30% 1.00 0.74 0.59 0.49 0.42 .........................3...n..,...,..........450#/......,..,..........-.....-,,,,,,3 ............. ....................... .....................40................................1...................................07.............................06........ 0 .,. 05... Faces of wall with APA-Rated sheathing: 1 3 in. 450#/fl in. 630 Nil 40% 1.00 0.77 0.63 0.53 0.45 .... ...2...._.. .....58... .........,, in. ......... ......... ......... ......... ......... ......... ......... ........., 2 in. 585#/fl 2 820#/R 50% 1.00 0.80 0.67 0.57 0.50 .....................60................................1...................................0.................................07................06...,,,,, ...56...... Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 ......... ......... ......... ......... ......... ......... 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/fl 6 in. 670#/ft 70% 1.00 - 0.67 0.77 0.69 0.63 2)H/W Ratio of all segments within limitations? 'Y 4 in. 700#/il 4 in. 980#!fl 80% 1.00 0.91 0.83 0.77 0.71 .... .... .... .-.. /. ..... ........ .... .,,083...... I 3)Top and bottom of entire wall have uniform elevations? ''' Y 3 in. 900#/ft 3 In. 1260#/ft 90% 1.00 0.95 0.91 0.87 0.83 .... ..,.....2..., 17 ....... 2 8/.. ......... ......... ......... ......... ......... ......... 0...,, 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#!fl in. 1640#/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y .,�,..,,... ...........41v": A.'lvX J..w#.+rtt Overall Wall Height 8 ft "'"' '" """"""' Maximum Opening Clear Height 3.75 ft Overall Wall Width 28 ft H/W Ratio Wall Segment#1 Length 19 ft 0.42 OK Wall Segment#2 Length 6.75 ft 1.19 OK Wall Segment#3 Length >ft N/A OK j;,„",ss eaeHt r»»„ ,,,esouteivx s,x,eac.4,. Wall Segment#4 Length ft N/A OK i g 1 `.:r ura. axs1 TE i Wall Segment#5 Length n N/A OK j t Wall Segment#6 Length It N/A OK t �'-""- < EL, 25.75 6 r _ / • Floor&Roof Dead Load: 30#/ft .« y Self Weight Dead Load: 120#/ft y I OK TO PROCEED WITH DESIGN ,1 I / ' mitxrr VOOft OK N...0Nominal Shear Capacity: V„=vCo£L, Anchor Bolts/Nails Required %full-height sheathing 92%. Minimum sill plate thickness: 2x ,t` ', . oxterteRe opening ratio: 47%. 1/2'dia.Anchor bolt capacity: 1040# W'.»»._........»..»»....__.W."s: ,r yI 1 Co 0.95 5/8'dia.Anchor bolt capacity: 1488# f q(Service level owl shear) 105#/ft 16d common nail capacity: 226# ff 1. q'(=q/Co) 111#/R ti (]) Total no.of 1/2"dia.Anchor bolts required: 3 •• For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 • i € 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: ' All Panel Edges: 6"O.C. 1l2"dia.Anchor bolt spacing: 72"O.C. s ° l Intermediate Framing Members: 12"O.C. 518"dia.Anchor bolt spacing: 72"O.C. uvnimoomr• i aWii srrI/ s rs1 Wall Sheathing On: ONE FACE 16d common nail spacing: 24"O.C. �.. � renew. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 885# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -540# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 WI SSTB24' Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 Inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end length `Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 "Rh¢3,,,,,„t i'ii Lateral Force 1580# Number of Panels in Shear Wall Line 1 Wind Force(1)or Seismic Force(2): 1 800";/ Yr Maximum H/W Pier ratio: 3.5 1 t/ f S� 0.733 aNIAnSNEIBEGLISW BY DESIGN E E ! A .04 0 S °f �i A ' Overall Wall Height 9.5 ft 40,t Minimum Allowable Panel Width 2.714266 ft ',► r .+$ Total Panel Width in Shear Wall Line 9.5 ft Aspect Ratio OK? YES / i Uniform Wall Self Weight 142.5#/ft +' , Panel Shear 166#/ft '0 . Plus shear from panel above 0#/ft .0 z Total Panel Shear 166#/ft f Total Length of Shear Wall Line 9.50 ft Required bottom plate size: 2x Bottom Plate Igh,D,DCANN SThAiP MOORED BY IRequired sheathing: 7/16-inch APA-Rated w/8d©6&12 csesacarr.DIE Awvti saEy Panel 1 Width 9.50 ft �— ------..„ Panel 1 Roof&Floor Dead Load 0#/ft r M, 15010 ft-# M, 337 ft-# Tension force: 1545# z: Add Tension force from panel directly above: - 0# Total tension force: 1545# : ✓* ANCHOR AND FIOLr1'DOWN REouikxt,BY GEEIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 75"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 107"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDUS-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CS16 with 13-inch end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 2 Lateral Force 3249# Number of Panels in Shear Wall Line 1 sei6Micm'iND FORGE .. - A P A Wind Force(1)or Seismic Force(2): 1 iiiy� i ' f /` 0/CC Maximum H/W Pier ratio: 3.5:1 y� � f 1 SOS 0.733 EMH1NG REQUIRED ay DESIGN—• � A�% 0 .f :." Overall Wall Height 9.5 ft ",� ������� Minimum Allowable Panel VNdth 2.714286 ft / / Total Panel Width in Shear Wall Line 9.5 ft 0/ Ji, Aspect Ratio OK? YES 100,0 � , Uniform Well Self Weight 142.5#/ft i Panel Shear 342#/ftl° Plus shear from panel above 0#/ft p Total Panel Shear 342#/ft f Total Length of Shear Wall Line 9.50 ft A Required bottom plate size: 2x Bottom Plate WAD-DOWN STRAP MOORED e DESIGN(N AWPtICA.EASI Required sheathing: 7/16-inch APA-Rated w/$d(d34&12 o Panel 1 Width 9.50 ft Panel 1 Roof&Floor Dead Load 0#/ft M. 30865.5 ft-# Mr 337 ft-# Tension force: 3214# i .... , ,,...:W .. ..-„,.. .:._. ......z Add Tension force from panel directly above: 0# Total tension force: 3214# .r ANCHOR AND NO,LEA)OAN •✓ READ€Isf:D aY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 36"OC Max 5/Er dia.Anchor Bolts Spacing Required(if at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wall(new foundation): Simpson HDU5-SDS2.5w/SSTB24 Hold-down required at ends of segmental wall(existing foundation) 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTC16 with 20-inch end length Force Transfer Method Job: Plan 60A,B,D 5 8 7 8 Client: Polygon Northwest Company .0..., w 1 f r Area of house: Line 5,2nd floor WIND/SEISMIC 1 FORCE Lateral Force 2724# I Wind Force(1)or Seismic Force(2): 1 t Maximum H/W Pier ratio: 3.5 :1 A 1 0 F 1 1 Overall Wall Height 8 ft i Overall Wall Width 16 ft Height 1-2 1 ft2P --- —��, , Height 2-3 5 ft \ l Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE / \ / / Length 7-8 3 ft TRANSFER WINDOW/DOOR WINDOW/DOORVertical reactions at bottom corners: 1362# STRAP B G 15FIERS el: 170#/ft OPENING OPENING HEIGHTS OK PIERSOK / N v= 454.0#/ft D&E Vertical: v= 454.0#/ft 3 ......____ _ ..._......................_ Forces at points 2-6,2-7,3-6 and 3-7: 4540# Forces zero out at points 2-5&2-8: V2-6 to 2$_ 1513.3#/ft V2-7 to 2-6= 1513.3#/ft C E H A&C Horizontal: v= 1059.3#/ft F&H Horizontal: v= 1059.3#/ft i 1 Vertical Force @ Point 2-6: F= 605# 4 1 Vertical Force @ Point 3-6: F= -1665# UPLIFT/COMPRESSION UPLIFT/COMPRESSION I Horizontal Force at top and bottom of windows= 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTC16i if End length required: 20 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS18 with 11-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 3 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A,Floor 1 ••:a.a.''h'i a>... Lateral Force 4312# Number of Panels in Shear Wall Line 3 SEIMO nNa FOR' —-T-10 x Wind Force(1)or Seismic Force(2): 1 sPO ; o of Maximum H/W Pier ratio: 3.5:1 SOS 0.733 SHEATHING REa�� EnarDESIGN 0 /I";/ 011 Overall Wall Height 9 ft #,/i /Minimum Allowable Panel Width 2.571429 ft le"," Total Panel Width in Shear Wall Line 9 ft Aspect Ratio OK? YES 0, Uniform Wall Self Weight 135#/ft Panel Shear 479#/ft Plus shear from panel above 0#/ft Total Panel Shear 479#/ft Total Length of Shear Wall Line 9,00 ft Required bottom plate size: (2)2x Bottom Plate Ho.o.nowN s-rt ,REOUiREo Required sheathing: 7/16-inch APA-Rated w/8d eg 3&12 a4 oE9 C N to,Ar r i.aai kt Panel 1 Width 4.50 ft -- Panel 1 Roof&Floor Dead Load 245#/ft M, 19404 ft-# 1I i Mr 1914 ft# �. Tension force: 3887# Add Tension force from panel directly above: 0# Total tension force: 3887# l— Panel 2 Width 4.50 Panel 2 Roof&Floor Dead Load 245 Mo 19404 Mr 1914 Tension force: 3887 ANCHOR ANG HOLD-DOWN RECIAREo ev DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 31"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 47"OC Max.16d nail spacing required at bottom plate: 2"OC Simpson A35 or LTP4 maximum spacing: 17"OC Maximum tension force: 4260# Hold-down required at ends of segmental wall(new foundation): Simpson HDU5-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 7/8-inch threaded rod embedded 15 inches w/Simpson HDQ8-SDS3 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTCI6 with 20-inch end length Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 4312# Seismic Wind /full-height sheathing h/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1 00 0.69 0 53 0.43 0.36 Maximum H/W Wall Segment ratio: 3.5:1 ..........................6 in:...............240,#/R...................................6 in...............335#/ft................ .....................20%p .................1.00..............................0:71........................,,,,,,0.56............045.............0:36. Maximum Allowable Shear per sheathed face: 1218#/R 4 in. 350#/ft 4 in. 490 0%/ 1.00 0.74 0 59 0.49 0.42 Faces of wall with APA-Rated sheathing: 1 ..........................3 in:...............450#/R...................................3 m:..............630#/ft................ .....................40"/‘, 1.00 0.77 0.63 0:53.............0.45„ 2 in. 585#/R 2 in. 820#/R 50% 1.00 0.80 0.67 0.57 0.50 Verify: Sheathed both faces Sheathed both faces .....................60%,,..........................1.00..........................,...0.83,,,,.,..................._...0.71,............0.63............,,0.56 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/R 6 in. 670#/R 70% 1.00 0.87 0 77 0 69 0;63 2)H/W Ratio of all segments within limitations? Y 4 in, 700#/R................ 4 in. 980#/ft 80% 1.00,.............................0:91............................ 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y ..........................3 in:...............900#/R...................................3 in:............1260#/R................ .....................90%.............,..............1.00.............................0:95..............................0:91..........0.87............0.83....., 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/R 2 in. 1640#/R 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 9 R Maximum Opening Clear Height 4 ft Overall Wall Width 30.5 ft HNV Ratio ,, .... ._........ .._... ........._ - ..."... ... ....,. ",..,,.... ""._m.M Wall Segment#1 Length 16.5 ft 0.55 OK Wall Segment#2 Length 11,25 ft 0.80 OK - I Wall Segment#3 Length ft N/A OK MOMENT a+crc 9 9 ---Sps3reE+rr em._.�r f- sa,W7Er2.. ( ✓S .K:1tasl.�:i Wall Segment#4 Length ft NIA OK 1 Wall Segment#5 Length ft N/A OK _ Wall Segment#6 Length ft N/A OK `_ " EL, 27.75 11 1 Floor&Roof Dead Load: 285#/R E 1/ Self Weight Dead Load: 135#/R ,r' ; \1 / OK TO PROCEED WITH DESIGN / xxweer�o a$ ° p 33 Nominal Shear Capacity: V,=vCoEL, Anchor Bolts/Nails Required \„,\'' .. 13 s, / full-height sheathing 91% Minimum sill plate thickness: 2 x ' 1z opening ratio: 44% 112"dia.Anchor bolt capacity: 1040# Z m Co 0.95 5/8"dia.Anchor bolt capacity: 1488# F i a q(Service level unit shear) 155#/R 16d common nail capacity: 226# 1s* f \, q'(=q/Co) 164#/R 2 / I Total no.of 1/2"dia.Anchor bolts required: 5 t For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 3 1 /J 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: i ,J All Panel Edges: 6"O.C, 112"dia.Anchor bolt spacing: 72"O.C. '"""'"' a "' ""'"" Intermediate Framing Members: 12"O.C. 518"dia.Anchor bolt spacing: 72"O.C. vf'nrxxwwxassxxe tPT.' saori Wall Sheathing On: ONE.FACE led common nail spacing: 17"O.C. t res `' For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 1472 it 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -1993# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end length *Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) C, Lateral Force [E 2040# Seismic Wed /full-height sheathing h/3 h/2 2h13 5h/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v _ 10% 1.00 0.69 0.53 0.43 0.36 Maximum H/W Wall Segment ratio: 3:5;,:1 6 in. 240#/ft 6 in. 335#/ft 20% 1.00 0.71 0.56 045 0.38 ......... ..... ......... ......... ...... , ........ ......... 10 ... ......... ....... ........ ........,. Maximum Allowable Shear per sheathed face: -,-1218#/ft 4 in. 350#/fl 4 in. 490#/ft 30% 1.00 0.74 0.59 0.49 0.42 ......... ....... .. ......... ......... # ......... ......... ... .. ....... .......... .,. ........,., ..,.. Faces of well with APA-Rated sheathing: '1 3 in.� 450#/ft 3 in. 630#/ft 40% 1.00 0.77 0.63 0.53 0.45 ......... #./,.,..,. ......... .......... ,,,.....,.,, ........ ......... 1.,,,,,.... ........ ........ ....,, ........ „..... 2 in, 585#/fl 2 in. 820#/ft 50% 1.00 0.80 0.67 0.57 0.50 Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 ......... ......... .......... ........... „.........,, ....06................063...... 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/fl 6 in. 670#/ft 70% 1.00 0.87 0.77 0.69 0.63 ..., ...... ........., .,....... ................ ......... ........ 0....,, .......,,. ......... ........ 1....... 2)H/W Ratio of all segments within limitations? Y 4 in. 700#/N 4 in. 980#/ft 80'x 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/fl 3 in. 1260 MI 90% 1.00 0.95 0.91 0.87 0.83 ...... ........., ........ ................. ......... ....,,..,,... ....,..,, ........,,,,,, ........ ...... 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 11700#/ft 2 in. 1640#/fl 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height "9 h 'E".. „... ....ttti'erw.:wns.4 warns .. _ ...... .............. Maximum Opening Clear Height 6 ft € Overall Wall Width 22 ft H/W Ratio y,._ .._... ......._...._. ..,._ ._._... _._._,.. - _ M..._...... _,_-_,. :: Wall Segment#1 Length 3 ft 3.00 OK Wall Segment#2 Length 9 ft 1.00 OK Wall Segment#3 Length ft N/A OKsvoreevrs,---4- neon no 4 crc. f.........--: r..-_ sT Wall Segment#4 Length ft N/A OK � { Wf^.SLas§95 1 ( ii Wall Segment#5 Length "-ft N/A OK I Wall Segment#6 Length ft N/A OK t �"""" EL, 12 ft t _ •' i Floor&Roof Dead Load: 120#/ft c---- Wall / Self Weight Dead Load: 135#18 `, �" i OK TO PROCEED WITH DESIGN Wa4Oilwoc \ / tai' C a /, Nominal Shear Capacity Vn=vCo£Li Anchor Botts/Nails Required %full-height sheathing 55% Minimum sill plate thickness 2 x / \\:, iT E wife �/ PPEM ao opening ratio: 67% 1/2"dia.Anchor bolt capacity. 1040# / 2 ,/`t Co 0.67 5/6"dia.Anchor bolt capacity: 1488# ' q(Service level unit shear): 170#/ft 16d common nail capacity: 226# s ,«I q'(=q/Co) 254:#/fl t \\:\ Total no.of 1/2"dia.Anchor bolts required: 2 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: ', All 6 WaIntel SheathEdges g OnFrami. Members: ONE FA 12 O.C. SIB comAnn dia. chornaboltsps ag ng: 11" O C. $ru�cr r nvasxzt+ tot,(M seKM I me f MCA For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 2284# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 1136# All Panel Edges: SEE ABOVE"O.C. Intermediate Framing Members: 12"0.0. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches Ad Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS18 with 11-inch end length *Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771# � � Number of Panels in Shear Wall Line 1 ticissacnawNxsrtuzc.` ....g ,'+ Wind Force(1)or Seismic Force(2): 1 i` ii ix Maximum HM/Pier ratio. 3.5:1 il, SDS 0.733 sxEAMPrICaREQUIRED aYoest.N doe is Overall Wall Height 9 ft i Minimum Allowable Panel Width 2.571429 ft f +'r Total Panel Width in Shear Wall Line 9.5 ft p Aspect Ratio OK? YES' Uniform Wall Self Weight 135#/ft Panel Shear 186#/ft r Plus shear from panel above 166#/ft % Y Total Panel Shear 353#/ft Total Length of Shear Wall Line 9.00 ft Required bottom plate size: (2)2x Bottom Plate HOLD ZKYWN STRAP AMMIECJ Required sheathing: 7/16-inch APA-Rated WI 8d Q 4&12 8YUEW 001W ar' i Aat.E;l �„ C Panel 1 Width 9.00 ft tt Panel 1 Roof&Floor Dead Load 0#15 M, 15100 ft-# n.-._......_ .._._......_..... _ -....µ.:::,:q M, 2719 ft-# r 1E Tension force: 1376# , -- Add Tension force from panel directly above: 1545# Total tension force: 2921# tt,,,, 1 , ,. ANCHOR/040 How:DOWN- "rt ,.. , ._ NCCIEAl en By neS'xuN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 63"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 91"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 41"OC Maximum tension force: 2921# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5.w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-Inch threaded rod embedded 10 inches w/Simpson HDU5SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTC16 with 20-inch end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 x*ara:i.c'+€,)t ca.w Lateral Force 2926# Number of Panels in Shear Wall Line 1 e� sr�IctwlNn x�. - Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5:1 44 / ,„4., , �` Sos 0.733 it. 444 Ott Overall Wall Height 9 ft Minimum Allowable Panel Wdth 2.571429 ft ) Total Panel Width in Shear Wall Line 9.5 ft Aspect Ratio OK? YES Uniform Wall Self Weight 135#/ft •ill Panel Shear 308#/ft '.I! ,;: Plus shear from panel above 342#/ft Total Panel Shear 650#/ft 0' Total Length of Shear Wall Line 9.00 ft • n Required bottom plate size: (2)2x Bottom Plate • HOD-DOWN STRAP REGGAE° Required sheathing: 7/16-inch APA-Rated w/Bd @3&12' arDEsIs+r{c ,aane.iGAaLEy Panel 1 Width 9.00 ft " .... Panel 1 Roof&Floor Dead Load 0#/ft M. 24948 ft-# ; Mr 2719 84 Tension force: 2470# Add Tension force from panel directly above: 3214# Total tension force: 5684# 11 ANCHOR AND HOLO-(X)WN REQUIRED BY tTELitoty Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 38"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 55"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC Maximum tension force: 5684# Hold-down required at ends of segmental wall(new foundation): Simpson HDOB-SDS3 w/SSTB28 and 4x end posts Hold-down required at ends of segmental wall(existing foundation): Consult Simpson Manual Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMST14 with 30-inch end length Force Transfer Method Job: Plan 60A,B,D 8 8 7 8 Client: Polygon Northwest Company Area of house: Line 5,1st floor WINDISEISMIC ii FORCE 1 1 Lateral Force 5307# I 1 Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A I 0 F 1 I Overall Wall Height 9 ft i 1 Overall Wall Width 16 ft Height 1-2 2 ft 2 --.--.�.�.4- _-._"ri ____ Height 2-3 5 8 Height 3-4 2 ft Length 5-6 0 ft t 1/ \ Length 6-7 10 ft FORCE /j Length 7-8 3 ft TRANSFER WINDOW/DOOR WINDO IDOOR Vertical reactions at bottom corners: 2985# STRA• B OPENING OPENING 0 Shear at bottom of panel: 332#/ft p WIDTHS OK HEIGHTS OK P! H/W RATIO OF WALL PIERS OK / \ / \ B&G Horizontal: v= 884.5#18 \ D&E Vertical: v= 746.3#/ft Forces at points 2-6,2-7,3-6 and 3-7: 7463# Forces zero out at points 2-5&2-8: v2-6to2-6= 2487.7#/ft V2-7 m 2-8= 2487.7#/ft C i E H A&C Horizontal: v= 1603.2#/ft F&H Horizontal: v= 1603.2#/ft Vertical Force @ Point 2-6: F= 1714# 4 Vertical Force @ Point 3-6: F= -2709# Q A I UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 7463# FORCE FORCE. Strap required for horizontal force transfer: Simpson CMST12 i i End length required: 39 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-Inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTC16 with 20-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 6 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771# Number of Panels in Shear Wall Line 1 sEtsa C£cvi r F Wind Force(1)or Seismic Force(2): 1 d 0" ir,///„rr r y t Maximum H/W Pier ratio: 3.5 0 733:1 ctHPNGrtutraarir�N %%/J Overall Wall Height 8f @/04" / !�Minimum Allowable Panel Width 2.285714'ft1 , ,�'. Total Panel Width in Shear Wall Line 21 ft :1#*.#' iii f ` Aspect Ratio OK? YES f $ Uniform Wall Self Weight 120 MI ! ,� Panel Shear 84#/ft ;,y Plus shear from panel above 0#/ft i: Total Panel Shear 84#/ft / Total Length of Shear Wall Line 21.00 ft Required bottom plate size: 2x Bottom Plate II MOEIT-tXSWN.WRAP REWIRED-... Required sheathing: 7/16-inch APA-Rated w/Bd©6 8 12 avDESIGN-{rw Arac.ir;AaLy Panel 1 Width 9.00 ft Panel 1 Roof&Floor Dead Load 330#/ft M0 6072 ft-# - - M, 9065 ft-S Tension force: -333# ,,,, ti Add Tension force from panel directly above: 3214 Total tension force: 2881# *Note:Negative tension force signifies no hold-down required ANCHOR AND BOLD, W%..._r^' REY3uiREu BY DESit Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 148"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 212"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 95"OC Maximum tension force: 2881# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5SDS2.5'i' Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTC16 with 20-inch end length SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Stralterie �[ fds www.strongtie.com A Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *2009 International Bldg Code *Wind *3000 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=2556 lbs Selected Strong-Wall®Panel Solution: End Total Axial 1 Actual Model Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (lbs) (lbs) SSW24x10 Steel 24 ? 117.25 3.5 N/A 2-1" 100 15808 lb Actual Shear& Drift Distribution: Actual Allowable Actuall Actual Drift Model Shear Shear Allow Drift Limit (lbs) (lbs) Shear (in) (in) SSW24x10 2556 < 4205 OK 0.61 0.33 0.67 1-SSW24x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *Stemwall-Perimeter *2009 International Bldg Code *Wind *3000 psi concrete Anchor Solution Details: Metmwn sEemnau C pee shear anchorage U',t3P. Sco.[hdowmg pegpe. SSWHS8 as'F Shar„revue r4vrad -,r when fegweb sh,owl= Height T sswnt3e e amu thSWrA b 3abt,S 1ei4xvrng gaga ssvmsR ie F 3° ' .-- Shear rehsirroertreei whan regramd i -- z-_ -- Se SSWAB a a ) aw - r grr• _ • i, t w C9tkS k t FT- ,'fm. Wf, ,w ►.r isW ► T 3 -' ....W r. .t-,_w ra S k1 • '+--W._. Curb or Stemwall Section View Footing Plan Section at Stemwall SSWAB and SSWHSR Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W de S Anchor Bolt Strength Model w de S Anchor Bolt Strength LSSVV24x10 27 9 1825 SSWAB1 Standard SSW24x10 24 8 18.25 SSWAB1 Standard Notes: 1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or untracked concrete as noted. 2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Wind includes Seismic Design Category A and B. 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 a 5956 W.Las Positas Blvd., Pleasanton,CA 94588. www.strongtie.com '. !` 40 STEEL STRONG-WALL®SHEAR ANCHORAGE SonndaOw shear reulfotcennen to resist sheat tones from Strong-WcP panels located etthe edge of concrete Is shown in Olt tattlebelow, The SSW 12 and SSW15 used in wind applications do not require shear reintornement when the paned design shear form is less Bran the anchorage allowable sheer Mead shown in the fable below. SEISMIC' WIHO0 400 Allowable Shear Lead 0 M°""1 LI mr Ln Minimum MioIonem- MO(in) Shear Curb/Memwan Shear 0orhlStemwan '.. Reinforcement Width Reintorcemeeb Width: 0'Mlnrmam CurbtOtemwaii 8'MtnimuncOuretsroniewali HO .._- Mended Crashed Mecham! 1 Coached. 05W12 . 9 it)d3Tc Oche rewired — 1370 000 mos"..w..A... 1145 I ;SSWIS i 12 <1)M3 Tie C Ummussed — 1766 i 1260 2015 i 1440 r0511n18— 14 (I 03 Wool 3 lll 03 holifil _ 6 SSW21 15 {1303 Heiman E 0143 Hairpin i9 i Henn reMbree'rmnt achieves memo :wattles ear toad of die Steel Stung-War Tonne:` e L..SSW24.,� 17....�al%3ttarcpets ........✓}1. (2)43 Hairpins 6 pp. 1.Sveat sncherace designs COMM to ACI 315.05 and amine misiu nsth X2590 Coe coduste, 2.Mew minteuesnerd is set ree e0ea he pence tuMed en a mot Sou Mem 10000 1 eusdatuu emeMon4. fhanuP instess4 may!Mop add at matte).OF breed-wan 04100e 4p0ss 0110 3 Stunt',dndeslee Smug.0rse4Fe Category 1 th uus F.humus 1 end 2 1eea1 2 tursty thohlms is SOC C may ease eead aramar4j0 snlisf»M: 5awrh'c shear rein;nrorenwel designs sran1esm tc ACI 310-05 Sedon 0.3.3.4.....: 4,vtmti WAS Seemw Oemer CMMeeeci Jr a.nd 0 6.000004 Wed 4tdnheurn et thMessisul ssehn 0 6'100n 01540004.01101010 9.5W48 is 00 6.Use(13 43 is tor WW2 mel 550000 mut the Steel SIMV-Wit patre deem AM'.1m a ems ins tamed ardercpe wawa*shear that., 7.TOrn reg4,1eee4 des ac`brrsteSSttr0al 0105 swore 0501naae shier&steeams. ;E!` A., -- /.- /A, SWAB 03 Hamm rat4'Ce ant 004000 t.'e1145 35YiM$ 43• TTie 0000°10 and Seale grade 413 raise so010010 ptatutten1.CM40 gum 49 doom 0004040 iMtan.) wanes with belt shatim 00051Ohm) olacernem' Hairpin Shear Reinforcement Tie Shear Reinforcement SSWAS 13 d arpsn 103 tie anneal., -see table for mooned qaaohty. 1 CLR. 4". 4 . 111,SOcioin3 1 i 1----+71:-':—' ,, Hairpin Installation (Garage corer snow other tooting Wpes weeder) Page 3 of 3 DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 60(Tuckunder) CITY Wilsonville,OR Number of stories I''''''' 1 ROOF SL 0 DL OIAREA I 0 DECK LL 40 DL 10IAREA 180 Effective Seismic Weight,W W I 1800 lbs Ss 0.962 Si 0.411 Fa 1.115_Fs, 1.589 SMs 1.073 SM1 0.653 DESIGN SPECTRAL RESPONSE SDS . 0.71 SD 0.435 Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: Period,Ta(seconds) 0.1 Cs 0.110 V 198 Weight,W(lbs) hX(ft) WXh„k C„„ Fs(lbs) 0.7E(lbs) Roof 0 0 0 0.000 0 0 Deck ` s 4 454301 I.000 .;,,;',' , 198 139 k=1.0 Total 198 PROJ: k(\ O - DalL Zal6Ad / DATE 1a/ $ VISTA , PROJ$f: //..C.t0 - STRUCTURAL - DMH ki$1tA_01,..„.. _...0) E kV-6-1-"KrE E R 1 N G -, -1. 1.. :" .. C ENGR: , . CArt-*Litt-- ANI:10- S 1 at- , /:9,v4.1 1j.wirirt . I i 5 i- :" • : " : ' ' ! , ; • -(, 1 . • ii i : ; : ' ._.•,.._. .: , 7! ,... __ ... • !. ..... ,-14-•.., ,.. .. --E.-94----E- ; : : . ' E 1 -7-9 I, --:-'t---'i--777-,/...,1 1 i. ! , Co mV1Z.e-SS r ack •/)ior,,zy.4."4:1... ! : i •:., .-re-1,„1(-)1 94 'pli,(11•Rtr- :,! ; • ' • : : -1 : . . , . E " . , ‘ - . 4iitt.:,,-:-> •L- •-•:- 1---- • ,E. -- - - -- .. -F1.\-s. • i--,,.104t- .. < i : ............_. _re_1-77_13 .. . , : : : i .,1 i -, . , : . • , ! , • ; 4'34+ r7r- L : i • • ; , (1-5 ' . . . :: . , . . „.„-........,_ ,- ...._ .._- ..„..- ..._ ....„ . :.....- - • i- .-7-----,:-.---:: -7- ---T. --- !..-----,------- 1.-- -:-.--t , : • , i i i ! 146L).-ECt , ! , ', ', • -r- ! j 1 c ''?_-' 1 &) NSA.ii- : i* . ... . .,..,:.. „,-. .., ......„7?#„ , , : ..,. ., , . , .. .., , . ...... - 6.04./..., .1-66 cofJa.' Ei It-. pro-Hsj(i,sMizr,L ciks! A :'• jAtsirzte--':. /,'_.4 . _its ' ! ! /1)1g,oBk .-g. ,,,:4 1LE.,, E ,.,.. itr-4) d.1/A-T- _ . 2taat-_ : i , ri,../ t•e__ ,._,:,_. ; : i „: : :, . 1 , . , I / r7 cr'l: ! 81 'M 1/D6g-- ii() T— (4A/P 1 44c.., :27-cove- • i : ! ! ' i ! : ;:rc), i *4 L'i••,0-7-rt.it..4:7W) ! 1 !' •-ff.„,J,L H. A /L./PH • ' ' '' H ' i ." ''' ! -I ' '''' -1-..> Lf,3*// "(6.-P,--fE....4..c. . . : . •' ' - : : , :- . . . . ] : ! • : : : , . . : . , , ', . : : .. , : t ... i ••• . • .....- , . . . ; 1 t• .i- i. : ; . E : • : : • . i , . , . . . , , . . i •:! Roseburg PL1M5 3N 2-3-15 -3-1 JRECEIVEDtofu CSBeam ngme 4,' km FEB 0 6 2 019 BeamFn�ine 4.1 1.26.1 Materials Database 1516 Member Data t.:, TY OF TIGARD Description: Member Type: Joist Application: Floor BUILDING DIVISION Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 tit / 11 0 0 11 0 0 p m 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p10 2 863#(539p1f) 259#(162p1f) 3 302#(189plf) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snowo115% Roof=125% Wind-=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER re f y% Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cdteda for Loads.Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specificafions. 503-858-9663