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Specifications (3) MSC 2-0tq -OO(0z_ 9 2.l4 SKI 1(oS3T14 ktlu- ECEIVED FEB 0 6 2019 CITY OF TIGARD Calculation Packet BUILDING DIVISION River Terrace ( Roshak) - Tuckunder Plan 40 Tigard, Oregon August 17, 2018 Client : Polygon Northwest Company _ __, igppRop-,,,,,, ei, -001NE4,-, ,&, / / i'V''. §1,.,,--, _ 'iltiro -' \t‘ite 31 'OD:- 47 Nt T ,,. 8/17/2018 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com • Ale=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1955.ec6 . Project Information Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . c #:KW-06010523 LIcensee:Vista Structural Engineering,LLC Project Title : Plan 40A,40B,40D Description :Tuckunder plans I.D. : 1955 Address : , TIGARD, OR Project Leader :DMH Phone : Fax : eMail Project Notes Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS 11VISTAd 1\ENERCA-1\1955.ec6 . Wood Beam Software copyright ENERCALC INC 1983-2018,Build 1018.7.31 . #:KW " .: Licensee Vista Structural En t Description: 40A:header above left side of 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 1,350.0 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(0,366)L(0,244)5(0.61) D(f3 04)L 0.03;8 fl 075) Did oa .S o 05 4x10 Span=9.0 it Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0—>>4.50 ft, Tributary Width=3.0 ft Point Load: D=0.3660, L=0.2440, S=0.610 k @ 4.50 ft DESIGN SUMMARY iDesign OK Maximum Bending Stress Ratio = 0.699 1 Maximum Shear Stress Ratio = 0,247 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 868.78 psi fv:Actual = 51.05 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.500ft 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 0.079 in Ratio= 1370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.126 in Ratio= 856>=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+5+H 1 0.1261 4.467 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.253 0.983 Overall MINimum 0.783 0.614 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File-C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-3\1955.ec6' Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic #, 01 :, LicenseeVista Structural Engineering,LLC Description: 40A:header above left side of porch Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.470 0.369 +D+L+H 0.693 0.524 +D+Lr+l-I 0.470 0.369 +D+5+1-1 1.253 0.983 +0+0.750Lr+0.750L++1 0.637 0.485 +D+0.750L+0.750S+H 1.225 0.946 +D+0.60W+1-1 0.470 0.369 +121+0.70E+1-1 0.470 0.369 +0+0.750Lr+0.750L+0.450W+H 0.637 0.485 +0+0.750L+0.750S+0.450W--H 1.225 0.946 +D+0.750L+0.750S+0.5250E+H 1.225 0.946 +0.60D+0.60W+0.60H 0.282 0.221 +0.600+0.70E+0.60H 0.282 0.221 D Only 0.470 0.369 Lr Only L Only 0.223 0.156 S Only 0.783 0.614 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6' Software copyright ENERCALC,INC.1983-2018 Build:10.18.7.31 Lie. :°1CW 010 � . .a :: Licensee:Vista al & .. .,ng.LLC.. Description: 40A:Beam supporting 2x6 pony wall above 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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PrIl 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 t(0µ12}L0D8 SD a _ x _ lfa , e 5.5x10.5 rilik Span=14.50 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=0.010, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof load) DESIGN SUMMARY ' Design OK Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,319.75psi fv:Actual 70.34 psi FB:Allowable = 2,760.00 psi 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 = 7.250ft 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 0.210 in Ratio= 830>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.443 in Ratio= 392>=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 0.4430 7.303 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.066 3.066 Overall MINimum 1.450 1.450 +D+H 1.544 1.544 +D+L+H 2.124 2.124 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeamFile-C\Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC 1983-2018.Build 1018 7 31 . 1c.#:KW-0&0 0 5 5 '�O �•, '<. Licensee:Vista Structund Eagirmieria! ILO Description: 40A:Beam supporting 2x6 pony wall above great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.544 1.544 +D+S+H 2.994 2.994 +D+0.750Lr+0.750L+H 1.979 1.979 +D+0.750L+0.750S+H 3.066 3.066 +D+0.60W+H 1.544 1.544 +D+0.70E+H 1.544 1.544 +D+0.750Lr+0.750L+0.450W+H 1.979 1.979 +D+0.750L+0.750S+0.450W+H 3.066 3.066 +D+0.750L+0.750S+0.5250E+H 3.066 3.066 +0.60D+0.60W+0.60H 0.926 0.926 +0.60D+0.70E+0.60H 0.926 0.926 D Only 1.544 1.544 Lr Only L Only 0.580 0.580 S Only 1.450 1.450 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam =C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6''. Software copyright ENERCALC,INC.1983 2018,Build:10.18.7.31 Us.# W4601 0523 licensee°,Vista Structural Ellg tom I \ 1 Description: 40B:Beam supporting 2x6 pony wall above great room[CITY INSPECTION]-ATTIC JOISTS FRAMED SIDE-TO-SIDE 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 130.03, L 0.07 r,Df0. .U T ( .2 D(Cr!08) E t 5.5x10.5 ff n ; span=14.50ft 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=0.010, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof load) Uniform Load: D=0.010, L=0.020 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.577 1 Maximum Shear Stress Ratio 0.279 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,592.81 psi fv:Actual = 84.89 psi FB:Allowable = 2,760.O0psi 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 = 7.250ft Location of maximum on span = 0.000 ft span#wh r maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Don ar Transient Deflection 0.210 inR Ratio= 830 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.535 in Ratio= 325>=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 0.5347 7.303 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.701 3.701 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den nis@vistastructu ral.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VI STAJ-1\ENERCA-111955:ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7.31 Lie.#:KW-06010523 .. . Vises Structural'Engineering,LLC Description: 408:Beam supporting 2x6 pony wall above great room[CITY INSPECTION]-ATTIC JOISTS FRAMED SIDE-TO-SIDE Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.450 1.450 +D+H 1.797 1.797 +D+L+H 2.885 2.885 +D+Lr+H 1.797 1.797 +D+5+11 3.247 3.247 +0+0.750Lr+0.750L+1-1 2.613 2.613 +D+0.750L+0.750S+H 3.701 3.701 +D+0.60W+H 1.797 1.797 +D+0.70E+H 1.797 1.797 +D+0.750Lr+0.750L+0.450W+11 2.613 2.613 +D+0.750L+0.7505+0.450W+H 3.701 3.701 +3+0.750L+0.7505+0.5250E41 3.701 3.701 +0.60D+0.60W+O.60H 1.078 1.078 +0.60D+0.70E+0.60H 1.078 1.078 D Only 1.797 1.797 Lr Only L Only 1.088 1.088 S Only 1.450 1.450 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983 2018,Build 1018 7 31 #:KW46010523 - ' ' Licensee:Vista Stnictural Engineering,;'t.L.0 Description: 40A:header above attic access,bedroom#3 walk-in closet 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 2175)trj0,145)sfo.y3625),__.....__.._-- 2-2x6 f eah Span=2.0ft I 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=14.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.176 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 237.27 psi fv:Actual = 29.77 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 = 1.000ft Location of maximum on span = 1.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 12168>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.003 in Ratio= 7374>=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 0.0033 1.007 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.598 0.598 Overall MINimum 0.363 0.363 +D+H 0.218 0.218 +D+L+H 0.363 0.363 +D+Lr+H 0.218 0.218 +3+8+H 0.580 0.580 +D+0.750Lr+0.750L+H 0.326 0.326 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . a � ., Structural Engineering, '..'. Description: 40A:header above attic access,bedroom#3 walk-in closet Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.598 0.598 +D+0.60W+H 0.218 0.218 +D+0.70E+H 0.218 0.218 +D+0.750Lr+0.750L+0.450W+H 0.326 0.326 +D+0.750L+0.750S+0.450W+H 0.598 0.598 +D+0.750L+0.750S+0.5250E+H 0.598 0.598 +0.60D+0.60W+0.60H 0.131 0.131 +0.60D+0.70E+0.60H 0.131 0.131 D Only 0.218 0.218 Lr Only L Only 0.145 0.145 S Only 0.363 0.363 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den nis@vistastructural.com Wood BeamFile-C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA--1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Description: 40A:header above rear wall of bedroom#2 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 0:0.2175 L 0.145 5'0.3625 2-2x10 Span6.0 = 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=14.50 ft DESIGN SUMMARY DeSi®fi• , Maximum Bending Stress Ratio = 0.663 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 754.97 psi fv:Actual = 72.21 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 = 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 0.034 in Ratio= 2143>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1299>=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 0.0554 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 1.794 1.794 Overall MINimum 1.088 1.088 +D+H 0.653 0.653 +D+L+H 1.088 1.088 +D+Lr+H 0.653 0.653 +D+S+H 1.740 1.740 +D+0.750Lr+0.750L+H 0.979 0.979 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@aCil File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tic.*:KW-06010523 Licensee Vista Stili Description: 40A:header above rear wall of bedroom#2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+11 1.794 1.794 +3+0.60W+H 0.653 0.653 +D+0.70E+H 0.653 0.653 +D+0.750Lr+0.750L+0.450W+H 0.979 0.979 +D+0.750L+0.750S+0.450W+H 1.794 1.794 +0+0.750L+0.7505+0.5250E+4-1 1.794 1.794 +0.60D+0.60W+0.60H 0.392 0.392 +0.60D+0.70E+0.60H 0.392 0.392 D Only 0.653 0.653 Lr Only L Only 0.435 0.435 S Only 1.088 1.088 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox1VISTAS-1\VISTAd-1\ENERCA-111955ec6 . Software copyright ENERCALC,INC.1983-2018,Build:1018.7 31''. 1_c.#: , 1023? \ � ` �i % . Licensee li Vista Structural Engineenng, IC' Description: 40A:Beam above back of great room supporting wall above 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 ASC E7-10 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(0.2175)L(0_14. Sf0 362- t. a D(0.. 90) 5.5x18 , Span=21.50 ft 4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) DESIGN SUMMARY Desi.n OK....::' Maximum Bending Stress Ratio = 0.67Q 1 Maximum Shear Stress Ratio 0.330 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,672.20psi fv:Actual = 100.49 psi FB:Allowable = 2,497.54psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 20.009ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection Ratio= 0.364 in 708>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.720 in Ratio= 358>=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 0.7199 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 7.700 7.700 Overall MINimum 3.897 3.897 +D+11 3.608 3.608 +D+L+H 5.167 5.167 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955 ec6 Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 . L c #:KW-0601052 :. • ...Licensee:Vista Structural Description: 40A.Beam above back of great room supporting wall above Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 3.608 3.608 +D+S+H 7.505 7.505 +D+0.750Lr+0.750L+H 4.777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +D+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+FI 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructu ral.com Wood Beam C\Users\Dennis\Dropbox\VISTAS-11UtSTAJ-1\ENERCA-111955 ec6 Lic. KW-08010523 , i• s \\ i Z,l , moi ....,. Software P see:Vista INC.1983-2018, Buil E i71,,,. co • Description: 40B:Beam above back of great room supporting wall above[CITY INSPECTION]-ATTIC JOISTS FRAMED SIDE-TO-SIDE 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 D(1 8)L(1 1)S(1 5) Lt{0 05Sft_1...........£ )...... a D(0 2175)L 0 ti145 S Q 36251 } • 5.5x18 Span=21.50ft 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=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) Point Load: D=1.80, L=1.10, S=1.50 k @ 7.0 ft,(POINT LOAD FROM 5.5x10.5 GLB) Uniform Load: D=0.010, S=0.0250 ksf,Extent=0.0-->>7.0 ft, Tributary Width=5.0 ft DESIGN SUMMARY sign OK Maximum Bending Stress Ratio = 0.918 1 Maximum Shear Stress Ratio = 0.479 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 tb:Actual = 2,291.61 psi fv:Actual = 146.08 psi FB:Allowable = 2,497.54psi 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 = 8.788ft 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 0.489 in Ratio= 528>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.974 in Ratio= 264>=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 0.9742 10.515 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@aril File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lic. :}CW-0601052 : ' • 2;.V, 0,; , Licensee:Vista'Structuralftimitati Description: 40B:Beam above back of great room supporting wall above[CITY INSPECTION]-ATTIC JOISTS FRAMED SIDE-TO-SIDE Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.899 8.913 Overall MINimum 5.641 4.528 +D+li 4.943 4.079 +D+L+H 7.244 5.996 +D+Lr+H 4.943 4.079 +D+S+H 10.584 8.607 +D+0.750Lr+0.750L+H 6.669 5.517 +D+0.750L+0.750S+H 10.899 8.913 +0+0.60W+H 4.943 4.079 +D+0.70E+H 4.943 4.079 +D+0.750Lr+0.750L+0.450W+H 6.669 5.517 +D+0.750L+0.750S+0.450W+H 10.899 8.913 +D+0.750L+0.750S+0.5250E+H 10.899 8.913 +0.60D+0.60W+0.60H 2.966 2.448 +0.60D+0.70E+0.60H 2.966 2.448 D Only 4.943 4.079 Lr Only L Only 2.301 1.917 S Only 5.641 4.528 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com r File C\Users\Dennis\Dropbox\VISTAS-1\VISTA3-11ENERCA-11.1955.K6 Wood Beam Software copyright ENERCALC,INC 1983 2018 Build 1018 7.31 Lk.#:KW-06010523 Licensee:Vista Structural E�.1 ng O Description: 40B&D:Beam above back of great room supporting wall above REVISED CALC FOR WASHINGTON COUNTY 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 I,800.Oksi 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 D(1.5)L(4.6)S(1.5) D(1.5)L(0.6)S(1.5) D(0.t15)S(0,125) - - D(0.2175)14(1.145)S(0.3625) D(0.096) ' 5.5x18 Span-21.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) Point Load: D=1.50, L=0.60, S=1.50 k @ 7.0 ft,(POINT LOAD FROM 5.5x10.5 GLB(1)) Uniform Load: D=0.010, S=0.0250 ksf,Extent=0.0-->>7.0 ft, Tributary Width=5.0 ft,(ROOF ABOVE ENTRY) Point Load: D=1.50, L=0.60, S=1.50 k @ 20.50 ft,(POINT LOAD FROM 5.5x10.5 GLB(2)) DESIGN SUMMARY Deal.n OK Maximum Bending Stress Ratio = 0.909 1 Maximum Shear Stress Ratio = 0.471 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual 2,269.77 psi fv:Actual = 143.59 psi FB:Allowable 2,497.54psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+O.750S+H Location of maximum on span = 9.338ft 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 0.504 in Ratio= 511>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.979 in Ratio= 263>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C.\Users\Dennis\Dropbox\VISTAS11VISTAJ-1\ENERCA-1\1955 ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 . #:e' 0010 ` ' -‘• • • •Licensee:Vista Structural Engine/Ma!; Description: 40B&D.Beam above back of great room supporting wall above REVISED CALC FOR WASHINGTON COUNTY 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+4-1 1 0.9795 10.593 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.759 11.797 Overall MINimum 5.711 5.958 +D+H 4.983 5.584 +D+L+H 6.974 7.910 +D+Lr+H 4.983 5.584 +D+S+H 10.693 11.542 +D+0.750Lr+0.750L+H 6.476 7.328 +D+0.750L+0.750S+-1 10.759 11.797 +D+0.60W+H 4.983 5.584 +D+0.70E+H 4.983 5.584 +D+0.750Lr+0.750L+0.450W+H 6.476 7.328 +D+0.750L+0.750S+0.450W+H 10.759 11.797 +D+0.750L+0.750S+0.5250E41 10.759 11.797 +0.60D+0.60W+0.60H 2.990 3.350 +0.60D+0.70E+0.60H 2.990 3.350 D Only 4.983 5.584 Lr Only L Only 1.991 2.326 S Only 5.711 5.958 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam Ale=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Jc. . kW-06010523 . ...� :.., • Licensee Structural 1 Description: 40A.Beam above master bath and 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+ 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 1,600.0ksi 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 — — ._..... ...__ . .._......_..........._....._ D..... 5)L(t)_145 a(Q 3620:.. — (096) 5.5x18 Span-21.50 ft i• Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.670 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,672.20psi fv:Actual = 100.49 psi FB:Allowable = 2,497.54psi 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 = 20.009ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.364 in Ratio= 708>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.720 in Ratio= 358>=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+0.5250E41 1 0.7199 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 7.700 7.700 Overall MINimum 3.897 3.897 +D+H 3.608 3.608 +1/+L-FH 5.167 5.167 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 L Wood Beam Software copyright ENERCALC,INC.1983 2018,Build 1018 7.31 . n licensee: Description: 40A:Beam above master bath and front of master bedroom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 3.608 3.608 +D+S+H 7.505 7.505 +D+0.750Lr+0.750L+H 4.777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +D+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Be8I71- File=C:\Users\Dennis\DropboxIVISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 Lac it.KW-06010523 t ' „i.,-,,i Menses,-Vista Structural Engineering;1.1.0 Description: 40A:Header at right 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-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(0.165)L(0,414) 01(0.7168).,, ,..._... ,,,,,..t } • • 2-2x10 Span 6 0 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=14.0 ft,(Wal dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARYDerr- ®n OK Maximum Bending Stress Ratio = 0.986 1 Maximum Shear Stress Ratio = 0,518 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 975.71 psi fv:Actual = 93.33 psi FB:Allowable = 990.00psi 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 0.072 in Ratio= 1005>=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 0.0716 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 2.319 2.319 Overall MINimum 1.320 1.320 +D+H 0.999 0.999 +D+L+H 2.319 2.319 +D+Lr+H 0.999 0.999 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 •. , Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 Lie.#:KW-06010523 ,... , . see:vista Structural En.Mooring,LLC Description: 40A:Header at right side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.999 0.999 +D+0.750Lr+0.750L+H 1.989 1.989 +D+0.750L+0.750S+H 1.989 1.989 +D+0.60W+H 0.999 0.999 +D+0.70E+H 0.999 0.999 +D+0.750Lr+0.750L+0.450W+1-1 1.989 1.989 +D+0.750L+0.750S+0.450W+H 1.989 1.989 +D+0.750L+0.750S+0.5250E+H 1.989 1.989 +0.60D+0.60W+0.60H 0.599 0.599 +0.60D+0.70E+0.60H 0.599 0.599 D Only 0.999 0.999 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeamFile=C\UsersDennis\Dropbox\VISTAS 1\VISTAJ-11ENERCA-1\1955.ecf . Software copyright ENERCALC INC.1983 2018 Build 1018.7.31 LIC. O ! �, t, ‘� ,. Licensee 1neelri x Description: 40A:Headers to left of kitchen,left of master bath,right of laundry,and right 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 580.0 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(a.'t5)140 44} 4 D(0. 92) a a t o f 4 . 2-2x6 ,. z Span.3.330 ft M Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Desi Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6 Software copyright ENERCALC,INC 1983 2018 Build•1018.7 31 # O6O1O523 ::. ° a ,.Licensee:Vista Structural Westin LLC Description: 40A:Headers to left of kitchen,left of master bath,right of laundry,and right of powder room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+341 0.594 0.594 +D+0.750Lr+0.750L+H 1.144 1.144 +D+0.750L+0.750S+H 1.144 1.144 +D+0.60W+H 0.594 0.594 +D+0.70E+H 0.594 0.594 +D+0.750Lr+0.750L+0.450W+H 1.144 1.144 +D+0.750L+0.750S+0.450W+H 1.144 1.144 +D+0.750L+0.750S+0.5250E+H 1.144 1.144 +0.60D+0.60W+0.60H 0.357 0.357 +0.60D+0.70E+0.60H 0.357 0.357 D Only 0.594 0.594 Lr Only L Only 0.733 0.733 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans idennis@vistastructural.com File C\ Wood BeBCiI Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA 1\1955.ec6 Software copyright ENERCALC INC 1983-2018,Build 10.18.7.31 . Description: 40A:Header above exterior window at stairs 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 921....... • 2-2x6 Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) DESIGN SUMMARY DesignOK Maximum Bending Stress Ratio = 0.452 1 Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual 476.03psi fv:Actual = 35.67 psi FB:Allowable 1,053.00 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.041 in Ratio= 1470>=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 Only 1 0.0408 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 0.480 0.480 Overall MINimum 0.480 0.480 +D+H 0.480 0.480 +D+L+H 0.480 0.480 +D+Lr+H 0.480 0.480 +D+S+H 0.480 0.480 +D+0.750Lr+0.750L4 0.480 0.480 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=G:\ Wood B@alit Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6' Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 Lic.#:KW-06010523 _ \,. Licensee:Vista Structural Enginoaring,LLC Description: 40A:Header above exterior window at stairs Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.480 0.480 +D+0.60W+H 0.480 0.480 +D+0.70E+H 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.480 0.480 +D+0.750L+0.750S+0.450W+H 0.480 0.480 +D+0.750L+0.750S+0.5250E+H 0.480 0.480 +0.60D+0.60W+0.60H 0.288 0.288 +0.60D+0.70E+0.60H 0.288 0.288 D Only 0.480 0.480 Lr Only L Only S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood 'BeaCYt' File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAS-1\ENERCA-111955 ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31>. L i.#.KW-06010523Licensee: + ring,LLC Description: 40A:floor beam at first floor 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-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(0,096) D(0.097L(0.24) i 2-2x10 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=6.0 ft,(floor load) Uniform Load: D=0.0120 ksf,Extent=3.50-->>7.0 ft, Tributary Width=8.0 ft,(wall dead load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.658 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 651.74psi fv:Actual = 58.41 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.704ft 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 0.041 in Ratio= 2039>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.065 in Ratio= 1294>=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 0.0649 3.551 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.239 1.407 Overall MINimum 0.840 0.840 +D+H 0.399 0.567 +D+L+H 1.239 1.407 +D+Lr+H 0.399 0.567 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@atll File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983 2018,Build.10.181.31 Lic.4 I nsee Vista Structural Engineering,LLC Description: 40A:floor beam at first floor stair opening Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+5+1-1 0.399 0.567 +D+0.750Lr+0.750L+H 1.029 1.197 +D+0.750L+0.750S+H 1.029 1.197 +D+0.60W+H 0.399 0.567 +D+0.70E+H 0.399 0.567 +D+0.750Lr+0.750L+0.450W+H 1.029 1.197 +D+0.750L+0.7505+0.450W41 1.029 1.197 +D+0.750L+0.7505+0.5250E+4-1 1.029 1.197 +0.60D+0.60W+0.60H 0.239 0.340 +0.60D+0.70E+0.60H 0.239 0.340 D Only 0.399 0.567 Lr Only L Only 0.840 0.840 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA--1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . . 0 052w3` \ a....• • • . ,.5Licensee:Vista Strict[ h , Description: 40A:header in rear wall of master bedroom CODE REFERENCES Calculations per NOS 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 ( p75)„t 05),,(0.125) i 2'2x8 Span=6.333 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 = 0.38Q 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 472.13psi fv:Actual = 36.49 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 = 3.167ft Location of maximum on span = 5.732ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 2545>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.049 in Ratio= 1542>=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 0.0493 3.190 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.653 0.653 Overall MINimum 0.396 0.396 +D+H 0.237 0.237 +D+L+H 0.396 0.396 +D+Lr+H 0.237 0.237 +D+S+H 0.633 0.633 +D+0.750Lr+0.750L+H 0.356 0.356 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1955.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7.31 Lk.#:KV11436010523 • ' k \ ..'; Licenses Vista StilidUratgin ring Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@alTl File-C•\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955•ec6 • Software •copyright •ENERCALC,INC.1983-2018,Build:10.18.7.31 Lie.#b:` W-05010523 -' .. � • Vista Structural ng,LI-C;' Description: 40A:Floor beam at basement 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-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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.045)L(0.12) 4 e D609L024 I i ,, 3 2-2x10 Span=7.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>3.50 ft, Tributary Width=3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 714.59psi fv:Actual = 65.34 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.219ft 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 0.052 in Ratio= 1630>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 1185>=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 0.0708 3.449 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 1.588 1.299 Overall MINimum 1.155 0.945 +D+H 0.433 0.354 +D+L+H 1.588 1.299 +D+Lr+H 0.433 0.354 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-11955.ec6 m Wood Bea Software copyright ENERCALC,INC.1983-2018.Build 10.18.7.31 . Lie.;.f:ION-06010523-Ay ••.• rtsee:Vista Structures.: Description: 40A:Floor beam at basement stair opening Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.433 0.354 +D+0.750Lr+0.750L+H 1.299 1.063 +D+0.750L+0.750S+H 1.299 1.063 +D+0.60W+H 0.433 0.354 +D+0.70E+H 0.433 0.354 +D+0.750Lr+0.750L+0.450W+H 1.299 1.063 +D+0.750L+0.750S+0.450W+H 1.299 1.063 +D+0.750L+0.7505+0.5250E+H 1.299 1.063 +0.60D+0.60W+0.60H 0.260 0.213 +0.60D+0.70E+0.60H 0.260 0.213 D Only 0.433 0.354 Lr Only L Only 1.155 0.945 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com WOOd Beam File=CC. — Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-l\1955.ec6 Software copyright ENERCALC,INC.1983-2018.Build 1018.7.31 . Lic.#.: 0523 � • • v?4� Licensee.:'Vista Structural Et ....... Description: 40A: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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PrIl 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{6 1 08) D10.075)L(0005)S(0_125 -.. —_. C ,,, 3.5x12 Span-16.333 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,(roof trusses) Uniform Load: D=0.0120 ksf, Tributary Width=9.0 ft,(wall dead load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.542 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 lb:Actual = 1,496.99psi fv:Actual = 80.95 psi FB:Allowable = 2,760.O0psi 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 = 8.167ft Location of maximum on span = 15.379ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward Transient Deflection 0.222 in Ratio= 883>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.558 in Ratio= 351>=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+4-f 1 0.5579 8.226 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.566 2.566 Overall MINimum 1.021 1.021 +D+H 1.494 1.494 +D+L41 1.903 1.903 +D+Lr+H 1.494 1.494 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood 'Beath File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983.2018,Build:1O.18.7.31 . Lic #:KW-06010523 IVista Structural Engineering LL Description: 40A:Header above garage door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.515 2.515 +D+0.750Lr+0.750L+H 1.801 1.801 +D+0.750L+0.750S+H 2.566 2.566 +D+0.60W+H 1.494 1.494 +D+0.70E+H 1.494 1.494 +D+0.750Lr+0.750L+0.450W+H 1.801 1.801 +D+0.750L+0.750S+0.450W+H 2.566 2.566 +D+0.750L+0.750S+0.5250E+H 2.566 2.566 +0.60D+0.60W+0.60H 0.897 0.897 +0.60D+0.70E+0.60H 0.897 0.897 D Only 1.494 1.494 Lr Only L Only 0.408 0.408 S Only 1.021 1.021 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Be8CT1 File=C'•\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . I� Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31'_ # `..KW-06010523 Licensee:Vista,Structural Engineering,LLC`'. Description: 40k crawl space headers 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 580.0ksi 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) s • 4`) 4x8 Span 5.60 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 = 0.721: 1 Maximum Shear Stress Ratio = 0,399 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 843.80 psi fv:Actual = 71.76 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 = 2.800ft Location of maximum on span = 5.007 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio= 1220>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.069 in Ratio= 976>=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 0.0688 2.820 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.540 1.540 Overall MINimum 1.232 1.232 +D+H 0.308 0.308 +D+L+H 1.540 1.540 +D+Lr+H 0.308 0.308 +D+S+H 0.308 0.308 +D+0.750Lr+0.750L+H 1.232 1.232 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@aCit File=CaUsers\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1955 ec6'. Software copyright ENERCALC,INC.1983 2018,Build:10.18.7.31 . KW-060 � � � .. ...... a »: Licensee:Vista Structural Engineering,LLC Description: 40k crawl space headers Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.232 1.232 +D+0.60W+H 0.308 0.308 +D+0.70E+H 0.308 0.308 +D+0.750Lr+0.750L+0.450W+H 1.232 1.232 +D+0.750L+0.750S+0.450W+H 1.232 1.232 +D+0.750L+0.750S+0.5250E+H 1.232 1.232 +0.60D+0.60W+0.60H 0.185 0.185 +0.60D+0.70E+0.60H 0.185 0.185 D Only 0.308 0.308 Lr Only L Only 1.232 1.232 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:\UsersIDennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955 ec6 Wood Beam Sof ware copyright ENERCALC,INC.1983-2018.Build:10.18 7 31)) Lk. KW.06010523 .: ,. . • _ •: . Licensee:Vista Stnictural.En inswing,LLC Description: 40B:header at 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 1,600.0ksi Fc-Prll 1,350.0 psi 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 0(0.0525)L(0.035)S(0.0575) C ' 4z1 4x10 Span=15.50 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=3.50 ft DESIGN SUMMARY ., ;Design OK��0�� Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,042.43 psi fv:Actual = 46.92 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 = 7.750ft Location of maximum on span = 14.765ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 601>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.511 in Ratio= 364>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1. ___.. _.._ _.... 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 0.5106 7.807 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.119 1.119 Overall MINimum 0.678 0.678 +D+H 0.407 0.407 +D+L+H 0.678 0.678 +D+Lr+H 0.407 0.407 +D+S+H 1.085 1.085 +D+0.750Lr+0.750L+H 0.610 0.610 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den n is@vistastru ctu ral.corn Wood B@aC11 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955rec6 . Software copyright ENERCALC,INC.1983 2018,Build:10.18.7,31 Lk.#:KW-06010523 \ _ • 11,1":: Licensee:Vista Structural Engineering, - Description 40B:header at 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 1.119 1.119 +D+0.60W+1-1 0.407 0.407 +D+0.70E+H 0.407 0.407 +13+0.750Lr+0.750L+0.450W4f 0.610 0.610 +D+0.750L+0.750S+0.450W+H 1.119 1.119 +D+0.750L+0.750S+0.5250E+H 1.119 1.119 +0.60D+0.60W+0.60H 0.244 0.244 +0.60D+0.70E+0.60H 0.244 0.244 D Only 0.407 0.407 Lr Only L Only 0.271 0.271 S Only 0.678 0.678 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@yistastructural.com Wood Beam File C\Users\Dennis\Dropbox1VISTAS VISTAS -1\ENERCA 111955 ec6 . softwarecopyright ENERCALC INC 1983 2018 Build 10.18.7.31 . Lic.#:KW 23L `, ,'. '`Licensee:Vista Stnictural Engineering,tie Description: 40D:header above rear wall of bedroom#2 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-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 000.075)L( ;05) (0.125)__.._. ,V 2-2x6 Span=60ft I 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 = 0.547. 1 Maximum Shear Stress Ratio = 0.232 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 736.36 psi fv:Actual = 48.04si FB:Allowable = p 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 = 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 0.055 in Ratio= 1306>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.091 in Ratio= 792>=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 0.0909 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 0.619 0.619 Overall MINimum 0.375 0.375 +D+H 0.225 0.225 +D+L+H 0.375 0.375 +D+Lr+H 0.225 0.225 +D+S+H 0.600 0.600 +D+0.750Lr+0.750L41 0.338 0.338 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:IUsers\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA-1\1955 ec6 C Wood Beam Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 60105 ° ,.. 1 Engineerin LLC Description: 40D:header above rear wall of bedroom#2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.619 0.619 +D+0.60W+H 0.225 0.225 40+0.70E41 0.225 0.225 +1J+0.750Lr+0.750L+0.450W+H 0.338 0.338 +D+0.750L+0.750S+0.450W+H 0.619 0.619 +D+0.750L+0.750S+0.5250E+H 0.619 0.619 +0.60D+0.60W+0.60H 0.135 0.135 +0.60D+0.70E+0.60H 0.135 0.135 D Only 0.225 0.225 Lr Only L Only 0.150 0.150 S Only 0.375 0.375 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,408,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA1\1955.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 LIC:#;M460'10523 • ' • i /i Description: 40D:Beam above back of great room supporting wall above 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(0,010005)L(0.02668) s _ D(0$96) 7 3.5x13.5 14.111 Span=21.50 ft * Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=0.6670 ft DESIGN SUMMARY Desi.n OK.: Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio 0.166 : 1 Section used for this span 3.5x13.5 Section used for this span 3.5x13.5 fb:Actual = 934.31 psi fv:Actual = 43.89 psi FB:Allowable = 2,400.00 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 = 20.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 2583>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.536 in Ratio= 481>=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 0.5363 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 1.540 1.540 Overall MINimum 0.287 0.287 +D41 1.253 1.253 +D+L+H 1.540 1.540 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastnictural.com Wood Beath File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . #:KW Vista,Structural EA,."inftrin°e':, Description: 40D:Beam above back of great room supporting wall above Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+L.r+H 1.253 1.253 +D+S+H 1.253 1.253 +D+0.750Lr+0.750L+H 1.468 1.468 +D+0.750L+0.750S+H 1.468 1.468 +D+0.60W+H 1.253 1.253 +D+0.70E+H 1.253 1.253 +D+0.750Lr+0.750L+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.5250E+H 1.468 1.468 +0.60D+0.60W+0.60H 0.752 0.752 +0.60D+0.70E+0.60H 0.752 0.752 D Only 1.253 1.253 Lr Only L Only 0.287 0.287 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@anl File-C\Users\Dennis\Dropbox1VISTAS-1\VISTAJ--1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 LIC 0 n0,460.10023 ��, �. • Licensee ,,Vistar n Description: 4011 Beam above front of master bedroom supporting wall above 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-PI 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(0.075)1(0.05)S(0.125) + R D(0 010005)L(0,02868) v * v 0(0..396) 5.5x15 A Span=2150 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=0.6670 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) DESIGN SUMMARY Dealt ii O i,, Maximum Bending Stress Ratio = 0.455 1 Maximum Shear Stress Ratio 0.200 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 1,179.05psi fv:Actual = 61.04 psi FB:Allowable = 2,590.30psi 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 = 20.323ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 1188>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.609 in Ratio= 423>=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 +1D+0.750L+0.750S+0.5250E+H 1 0.6091 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 3.770 3.770 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@8117 File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-1\1955ec6 Software copyright ENERCALC,INC 1983 2018 Build•1018 7 31 L1# ..:, •� . ' ?„ ;,Licensee:Vista Structural En 'neer* 1: ' Description: 40D:Beam above front of master bedroom supporting wall above Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.344 1.344 +D+H 2.144 2.144 +D+L+H 2.968 2.968 +D+Lr+H 2.144 2.144 +D+S+H 3.488 3.488 +D+0.750Lr+0.750L+H 2.762 2.762 +D+0.750L+0.750S+H 3.770 3.770 +D+0.60W+H 2.144 2.144 +D+0.70E41 2.144 2.144 +D+0.750Lr+0.750L+0.450W41 2.762 2.762 +D+0.750L+0.750S+0.450W+H 3.770 3.770 +D+0.750L+0.750S+0.5250E+H 3.770 3.770 +0.60D+0.60W+0.60H 1.287 1.287 +0.60D+0.70E+0.60H 1.287 1.287 D Only 2.144 2.144 Lr Only L Only 0.824 0.824 S Only 1.344 1.344 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beath File=C:\Users\Dennis\Dropbox\VISTAS 1\VISTA) 11ENERCA 1\1955ec6 L Software copyright ENERCALC,INC 1983-2018.Build 1018 7.31 . 3c.#:KW- .0523 ' e . a". ,,." , ViStaltnictural Description: 40B/D:Header at right 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 E7-1 0 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(0.6)L0.4)S(1) D,(0.1651:j.„(0,,14), 2-2x10 Span=6.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft Point Load: D=0.60, L=0.40, 5=1.0 k@1.50ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.998 1 Maximum Shear Stress Ratio = 0.631 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 988.51 psi fv:Actual = 113.58 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.584ft 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 0.048 in Ratio= 1513>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.074 in Ratio= 971>=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+0.750L+0.750S+0.5250E++1 1 0.0741 2.869 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.723 2.065 Overall MINimum 0.750 0.250 +D+H 0.945 0.645 +D+L+H 2.565 2.065 +D+Lr+H 0.945 0.645 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood g@aCll Fiie=C:\Users\Dennis\Dropbox\VISTAS-1\VtSTAJ-11ENERCA-1\1955ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . MO#010523 ;,, rises:Vista Structural Engineering,LLC Description: 40B/D:Header at right side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.695 0.895 +D+0.7501J+0.750L+H 2.160 1.710 +D+0.750L+0.750S-H1 2.723 1.898 +D+0.60W+H 0.945 0.645 +D+0.70E+H 0.945 0.645 +D+0.750Lr+0.750L+0.450W+H 2.160 1.710 +D+0.750L+0.750S+0.450W+H 2.723 1.898 +1J+0.750L+0.750S+0.5250E+H 2.723 1.898 +0.60D+0.60W+0.60H 0.567 0.387 +0.60D+0.70E+0.60H 0.567 0.387 D Only 0.945 0.645 Lr Only L Only 1.620 1.420 S Only 0.750 0.250 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeamFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 . Software copyright ENERCALC,INC.1983 2018,Build:10.18.7.31 . #;'# -0601.0523 . • licensee:Vista Structural Engineering,tie Description: 40D:headers at 2nd floor stair opening,tech room,and bath#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 I,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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.18)L(0 12)5(0 3) < I 2-2x6 461 Span=4,330 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=12.0 ft DESIGN SUMMARY ;; Design OK Maximum Bending Stress Ratio = 0.684 1 Maximum Shear Stress Ratio 0.371 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 920.40psi fv:Actual = 76.80 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 = 2.165ft 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 0.036 in Ratio= 1448>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 878>=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 0.0592 2.181 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.072 1.072 Overall MINimum 0.650 0.650 +D+H 0.390 0.390 +D+L+H 0.650 0.650 +D+Lr+H 0.390 0.390 +D+S+H 1.039 1.039 +0+0.750Lr+0.750L+H 0.585 0.585 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Ale=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955 ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 Lic.#:KW.06010523 ce e 1..a Structural Engineering,LLC Description: 40D:headers at 2nd floor stair opening,tech room,and bath#3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.072 1.072 +D+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +D+0.750Lr+0.750L+0.450W+11 0.585 0.585 +D+0.750L+0.750S+0.450W+H 1.072 1.072 +D+0.750L+0.750S+0.5250E+H 1.072 1.072 +0.60D+0.60W+0.60H 0.234 0.234 +0.60D+0.70E+0.60H 0.234 0.234 D Only 0.390 0.390 Lr Only L Only 0.260 0.260 S Only 0.650 0.650 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood 'B@at71 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 LIr.#,I 2 •.. �,.. ... .. py tEN'VE ALC,Structural uur 1En0in...1n 3 . .. SoftwareINC.I10 1 Description: 40A/B/D:header at bedroom#3 see 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1(0.18)1(0.12)S{Q.3) 2-2x8 Span 77.5.333 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=12.0 ft DESIGN SUMMARY ! - ;resign OK Maximum Bending Stress Ratio = 0.647 1 Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 803.51 psi fv:Actual = 70.43 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 = 2.667ft Location of maximum on span = 4.730 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection Ratio= 0.036 in 1776>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 1076>=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."+"Deft Location in Span +D+0.750L+0.7505+0.5250E41 1 0.0594 2.686 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.320 1.320 Overall MINimum 0.800 0.800 +D+H 0.480 0.480 +D+L+H 0.800 0.800 +D+Lr+H 0.480 0.480 +D+S+H 1.280 1.280 +D+0.750Lr+0.750L+H 0.720 0.720 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB, 4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@afll File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC,1983-2018,Build10.18:7,31 Lic:#t KW-06010523 �! , Vista Structural Engineering,LLC Description: 40A/B/D:header at bedroom#3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.320 1.320 +D+0.60W+H 0.480 0.480 +D+0.70E+H 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.720 0.720 +D+0.750L+0.750S+0.450W+H 1.320 1.320 +D+0.750L+0.750S+0.5250E+H 1.320 1.320 +0.60D+0.60W+0.60H 0.288 0.288 +0.60D+0.70E-0.60H 0.288 0.288 D Only 0.480 0.480 Lr Only L Only 0.320 0.320 S Only 0.800 0.800 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C.\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . s 1C1105. a \ Licensee:Vista Structural EtiOiraatritigt Description: 40D:headers above 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-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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling O(1)L(O.5)S(1) ©f118)L(0 12)5(0.3) 2-2x8 Span-4.50 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=12.0 ft Point Load: D=1.0, L=0.50, S=1.0 k @ 0.50 ft DESIGN SUMMARY W._. .�. resign OK Maximum Bending Stress Ratio = 0.677. 1 Maximum Shear Stress Ratio 0.352 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 840.38 psi fv:Actual = 72.91 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 = 1.774ft Location of maximum on span = 3.909ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2123>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 1190>=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."+"Deft Location in Span +D+0.750L+0.750S+0.5250E41 1 0.0454 2.151 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.003 1.350 Overall MINimum 1.564 0.786 +D+H 1.294 0.516 +D+L+H 2.008 0.842 +D+Lr+H 1.294 0.516 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood B@atll File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC.19812018.Build:1018 7 31' .KW-06010623 ; , •. . Licensee::Vista Structural Enginlig,lie' Description: 40D:headers above great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.858 1.302 +D+0.750Lr+0.750L+H 1.830 0.760 +D+0.750L+0.750S+H 3.003 1.350 +D+0.60W+H 1.294 0.516 +D+0.70E+H 1.294 0.516 +D+0.750Lr+0.750L+0.450W+H 1.830 0.760 +D+0.750L+0.750S+0.450W+H 3.003 1.350 +D+0.750L+0.750S+0.5250E+H 3.003 1.350 +0.60D+0.60W+0.60H 0.776 0.310 +0.60D+0.70E+0.60H 0.776 0.310 D Only 1.294 0.516 Is Only L Only 0.714 0.326 S Only 1.564 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com w d gealll'' File C.vUsersvDennisvDropboxvVISTAS-IWISTAJ-11ENERCA--1v1955.ec6' Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 -0601. °� y r, • ih .,,Vista attaStaral En . - Description: 40D:header above left 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 D(0.9)L(O.6)S(1.5) dA 2-2x8 Span.-3.250 it ,t Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.90, L=0.60, S=1.50 k @ 1,250 ft DESIGN SUMMARY Design OK .> Maximum Bending Stress Ratio = 0.697 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 866.12psi fv:Actual = 105.04 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 = 1.245ft 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 0.011 in Ratio= 3422>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2074>=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 0.0188 1.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.523 0.952 Overall MINimum 0.923 0.577 +D41 0.554 0.346 +D+L+ti 0.923 0.577 +D+Lr+H 0.554 0.346 +D+S+H 1.477 0.923 40+0.750Lr'0.750L+H 0.831 0.519 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6'. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 KW-06010523 '.. ,• Licensee:Vista Strtietttrai Et# $ Description: 40D:header above left side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.523 0.952 +D+0.60W+H 0.554 0.346 +0+0.70E41 0.554 0.346 +D+0.750Lr+0.750L+0.450W+H 0.831 0.519 +D+0.750L+0.750S+0.450W+H 1.523 0.952 +D+0.750L+0.750S+0.5250E+H 1.523 0.952 +0.60D+0.60W+0.60H 0.332 0.208 +0.60D+0.70E+0.60H 0.332 0.208 D Only 0.554 0.346 Lr Only L Only 0.369 0.231 S Only 0.923 0.577 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955 ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 . taN.06010823 U Vista tura)E agi eeriga :L, Description: 40D:headers at 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 1,350.0 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(0.06)L(0_04,)S(0.1) • 2-2x8 s lk 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=4.0 ft DESIGN SUMMARY Vii:«n OK Maximum Bending Stress Ratio = 0.320 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 397.88 psi fv:Actual = 30.23 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 = 5.907ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 2943>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.044 in Ratio= 1783>=240. I 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 0.0437 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 0.536 0.536 Overall MINimum 0.325 0.325 +D+H 0.195 0.195 +D+L+H 0.325 0.325 +D+Lr+H 0.195 0.195 +0+541 0.520 0.520 +D+0.750Lr+0.750L+H 0.293 0.293 Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com • Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6 Software copyright ENERCALC,INC.1983-2018.Build 1018 7 31 . Li \ : s Licensee; T ista' tructur Description: 40D:headers at 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 0.536 0.536 +D+0.60W+H 0.195 0.195 +D+0.70E+H 0.195 0.195 +D+0.750Lr+0.750L+0.450W+H 0.293 0.293 +D+0.750L+0.750S+0.450W+H 0.536 0.536 +D+0.750L+0.7505+0.5250E+H 0.536 0.536 +0.60D+0.60W+0.60H 0.117 0.117 +0.60D+0.70E+0.60H 0.117 0.117 D Only 0.195 0.195 Lr Only L Only 0.130 0.130 S Only 0.325 0.325 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Beam File C1Users\Dens\Dropbox\VISTAS 1\VISTAJ 1\ENERCA-1\1955ec6 Wood Software copyright ENERCALC,INC 1983-2018.Build:10.18 7.31 Lic.#:KW$O1O 23' �?�) �.. Vista Stninswing,LL Description: 40D:headers at master bath and laundry walls 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(Q,p'r5)t_fo os)Sto 125t __..... • 0.3.1fx5f Lttt.44'F a I ; 2-Zx6 44, Span=3.334 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) DESIGN SUMMARY H/y Design OK Maximum Bending Stress Ratio = 0.776 1 Maximum Shear Stress Ratio 0.507 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 908.37psi fv:Actual = 91.26 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 = 1.665ft 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= 1950>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1156>=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+L4l 1 0.0345 1.677 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.375 1.375 Overall MINimum 0.208 0.208 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com ral.com Wood BeamFile-C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 Software copynght ENERCALC INC 1983-2018 Budd 1018 7 31 . tic.*.KW-06010523 •23Ps....,. .' Licensee: S lIf ....... .- Esta Description: 40D:headers at master bath and laundry walls Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.559 0.559 +D+L+H 1.375 1.375 +D+Lr+H 0.559 0.559 +D+S+H 0.768 0.768 +D+0.750Lr+0.750L+H 1.171 1.171 +0+0.750L+0.750S41 1.327 1.327 +D+0.60W+H 0.559 0.559 +D+0.70E+H 0.559 0.559 +D+0.750Lr+0.750L+0.450W+H 1.171 1.171 +D+0.750L+0.750S+0.450W+H 1.327 1.327 +D+0.750L+0.750S+0.5250E+H 1.327 1.327 +0.60D+0.60W+0.60H 0.336 0.336 +0.60D+0.70E+0.60H 0.336 0.336 D Only 0.559 0.559 Lr Only L Only 0.816 0.816 S Only 0.208 0.208 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeaCil File C\Users1Dennis\Dropbox1VISTAS 1\VISTA) 1\ENERCA 111955.ec6 Software copyright ENERCALC,INC 1983-2018, XBuild 1018 7 31 01 0523 .. . .> ' ��` � . .� ° �.> y'. ��,��, . i��K �5t1! �ij'atE,... ingr:.. Description: 40D:headers at powder room and kitchen walls 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-Pr!! 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 .,,w. g._ .__ _.__,, D(0.18)140 12} o...3i__. rrre.bss} Q '' DO.1651 LtO.44) - C * 44, 2_2x6 span-3.330ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) 1 Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft,(roof trusses) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.941: 1 Maximum Shear Stress Ratio = 0.614 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 1,100.83psi fv:Actual = 110.59 psi FB:Allow I = _ ab e 1 17 . 0 i Fv:Allowable 0 0 s 180.00 psi P Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.665ft 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 0.023 in Ratio= 1706>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 879>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0454 1.677 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.808 1.808 Overall MINimum 0.500 0.500 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam Software =C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955:ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 a ..#:KW-06010523 ,a, Licensee:Vista,..Structural Engineeting,ILC. Description: 40D:headers at powder room and kitchen walls Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.734 0.734 +D+L+H 1.667 1.667 +D+Lr+H 0.734 0.734 +D+S+H 1.234 1.234 +D+0.750Lr+0.750L+H 1.434 1.434 +D+0.750L+0.750S+H 1.808 1.808 +D+0.60W+H 0.734 0.734 +D+0.70E+H 0.734 0.734 +D+0.750Lr+0.750L+0.450W+H 1.434 1.434 +D+0.750L+0.750S+0.450W+H 1.808 1.808 +D+0.750L+0.750S+0.5250E+H 1.808 1.808 +0.60D+0.60W+0.60H 0.441 0.441 +0.60D+0.70E+0.60H 0.441 0.441 D Only 0.734 0.734 Lr Only L Only 0.932 0.932 S Only 0.500 0.500 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com NVOOd Beath Software software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 E cLicensee:Vista Structural Enginwing,LIC Description: 40D:header at first floor 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-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(4.4)L(0 27)8(0.68) D(0.096) F 2-2x6 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Point Load: D=0.40, L=0.270, S=0.680 k @ 0.50 ft DESIGN SUMMARY - Design OK Maximum Bending Stress Ratio = 0.379 1 Maximum Shear Stress Ratio = 0.526 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 509.82psi fv:Actual = 108.86 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 = 1.332ft 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= 4266>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.043 in Ratio= 1390>=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+0.5250E41 1 0.0431 2.318 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.241 0.351 Overall MINimum 0.612 0.068 +D+H 0.600 0.280 +D+L+H 0.843 0.307 +D+Lr+H 0.600 0.280 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File C1Users\Dennis\Dropbox\VISTAS11VISTAJ-1\ENERCA-1\1955ec6 wood Beam Software copyright ENERCALC,INC 1983-2018,Build 1018.7.31 . .,T .` , , sv.<, fir In$n*- .� .:.. . . �.. `"` • '�-'licensee:Vista Description: 40D:header at first floor stair opening Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.212 0.348 +D+0.750Lr+0.750L+H 0.782 0.300 +D+0.750L+0.750S+H 1.241 0.351 +D+0.60W+H 0.600 0.280 +D+0.70E+1-1 0.600 0.280 +D+0.750Lr+0.750L+0.450W+H 0.782 0.300 +D+0.750L+0.7505+0.450W+H 1.241 0.351 +D+0.750L+0.7505+0.5250E+H 1.241 0.351 +0.60D+0.60W+0.60H 0.360 0.168 +0.60D+0.70E+0.60H 0.360 0.168 D Only 0.600 0.280 Lr Only L Only 0.243 0.027 S Only 0.612 0.068 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com COf7lbineC� FootingFile C\Users\Dennis\DropboxlVISTAS-11VISTAJ-11ENERCA-1\1955ec6'. $ Software copyright ENERCALC,INC.1983 2018,Build�.1A018 7 31 , Description: 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 Pc: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 Mow%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 250.0pcf Increases basedepressure on footing easeher . 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 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... gars left of Col#1 Count Size# Provided Req'd Between Columns = 4.0 ft Distance Right of Column#2 = 0.50 ft 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 0.8889 inA2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.8415 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.6093 inA2 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 7.912 k Moment(+CW) = k-ft Shear(+X) = 1.728 k Applied @ Right Column Axial Load Downward = -7.912 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.728 k Overburden = 0.150 ..----qtr m .f _ 4.c ..... Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined Footing File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1�1955ec6 Software copyright ENERCALC,INC.1983-2018,Build 10 18.7.31 . Lie. e'KW41 ': 1 .... License T , Description: Footing under garage door DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.904 Overturning 104.438 k-ft 198.861 k-ft +0.60D+0.60W+0.60H PASS 1.831 Sliding 2.074 k 3.796 k +0.60D+0.60W+0.60H PASS 3.009 Uplift 4.747 k 14.283 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 0.3583 1-way Shear-Col#1 29.435 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.3660 1-way Shear-Col#2 30.069 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.601-1 PASS 0.09265 2-way Punching-Col#1 15.223 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.09383 2-way Punching-Col#2 15.417 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.8348 Flexure-Left of Col#1-Top -24.291 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.8811 Flexure-Left of Col#1-Bottom 25.638 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.8456 Flexure-Between Cols-Top -24.605 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.8920 Flexure-Between Cols-Bottom 25.954 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.000758 Flexure-Right of Col#2-Top -0.02205 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+0.7501r+4.750L+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 -0.646 ft 0.38 ksf 0.27 ksf 1.50 ksf 0.254 +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 -0.225 ft 0.35 ksf 0.31 ksf 1.50 ksf 0.235 +D+0.750L+0.750S+0.450W+H 17.07 k 0.142 ft 0.34 ksf 0.36 ksf 1.50 ksf 0.242 +D+4.750L+0.750S+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 -1.348 ft 0.27 ksf 0.13 ksf 1.50 ksf 0.177 +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 104.44 272.97 2.614 5.02 194.09 38.663 +D+0.70E+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+4.750Lr+0.750L+0.450W+H 78.33 257.27 3.285 4.02 190.27 47.389 +D+0.750L+0.750S+0.450W+H 78.33 272.83 3.483 4.39 194.06 44.206 +D+0.750L+0.750S+0.5250E+H 0.00 0.00 999.000 0.93 178.04 192.476 +0.60D+0.60W+0.60H 104.44 198.86 1.904 4.86 125.00 25.720 +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+0.505+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 14.88 psi 15.22 psi 164.32 psi 7.78 psi 7.94 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined Footing RIe=C:\UserslDennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111955.ec6'. 9 Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 Lie. kms... . , O523° .r . '' .•• , • Vista Stnicturai ,O1 Description: 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 11.81 psi 13.31 psi 164.32 psi 4.84 psi 4.78 psi +1.20D+0.50L+1.605+1.60H 82.16 psi 4.76 psi 2.47 psi 164.32 psi 4.38 psi 4.46 psi +1.20D+1.605+0.50W+1.60H 82.16 psi 17.65 psi 16.56 psi 164.32 psi 10.37psi 10.50 psi +1.20D+1.605-0.50W+1.60H 82.16 psi 9.04 psi 11.96 psi 164.32 psi 2.25 psi 2.22 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 28.57 psi 29.65 psi 164.32 psi 14.41 psi 14.62 psi +1.20D+0.50Lr+0.50L-W+1.60H 82.16 psi 24.81 psi 27.40 psi 164.32 psi 10.83 psi 10.82 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 29.43 psi 30.07 psi 164.32 psi 15.22psi 15.42 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 23.95 psi 26.98 psi 164.32 psi 10.02psi 10.02 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+0.205-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 27.84 psi 29.24 psi 164.32 psi 13.72 psi 13.90 psi +0.90D-W+0.90H 82.16 psi 25.54 psi 27.81 psi 164.32 psi 11.52psi 11.53 psi +0.90D+E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19psi +0.90D-E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645 0901 Project Descr:Tuckunder plans den nis@vistastructu ral.com @neCa1 FQQt111 FIe=C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 1\1955.ec6'. 9 Software copyright ENERCALC,INC.1983 2018,BuiId:10.18.7.31 . :r KW-06010523 . . 13ce :Vista Stru�ral Engine i ;. f C Description: Footings in crawl space Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties sail Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 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 rp 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°/o 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 Ft 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 Sal Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No Dimensions 1.667 ft Width parallel to X-X Axis = Length parallel to Z-Z Axis = 1.667 ft Footing Thickness = 8.0 in I Pedestal dimensions... r' % px:parallel to X X Axis = in _ pz:parallel to Z-Z Axis in Height in % Rebar Centerline to Edge of Concrete... at Bottom of footing = . Reinforcing Bars to X Axis Numberparallel of BarsX = 2.0 Reinforcing Bar Size = # 4 „i5r u to x ` Numberparallel of BarsZ-Z A = 2.0 Reinforcing Bar Size # Bars 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x x Lg +z #Bars required within zone n/a n/a W E H z. §'°`x #Bars required on each side of zone Applied Loads D 2.420 Lr L S P:Column Load = 0.9080 k OB:Overburden = k ksf M-xx = k-ft M-zz = k-ft V-x = = V-z k Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Genera FOOting File=C:1Users\Dennis1Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . -06010523 \ - fi r.,. ;,Vista Structural Enghla e - Description: Footings in crawl space DESIGN SUMMARY Des ign ,,,-,% Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8627 Soil Bearing 1.294 ksf 1.50 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 0.1779 Z Flexure(+X) 0.6202 k-ft/ft 3.486 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 Z Flexure(-X) 0.6202 k-ft/ft 3.486 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(+Z) 0.6202 k-ft/ft 3.486 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1779 X Flexure(-Z) 0.6202 k-ft/ft 3.486 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(+X) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(-X) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(+Z) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1509 1-way Shear(-Z) 12.402 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2846 2-way Punching 46.758 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 I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.4234 0.4234 n/a n/a 0.282 X-X,+D+L+H 1.50 n/a 0.0 1.294 1.294 n/a n/a 0.863 X-X,+D+Lr+H 1.50 n/a 0.0 0.4234 0.4234 n/a n/a 0.282 X-X,+D+S+H 1.50 n/a 0.0 0.4234 0.4234 n/a n/a 0.282 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0,718 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0.718 X-X,+D+0.60W+H 1.50 n/a 0.0 0.4234 0.4234 n/a n/a 0.282 X-X,+D+0.70E+H 1.50 n/a 0.0 0.4234 0.4234 n/a n/a 0.282 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0.718 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0.718 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0.718 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2541 0.2541 n/a n/a 0.169 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2541 0.2541 n/a n/a 0.169 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.294 1.294 0.863 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2541 0.2541 0.169 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2541 0.2541 0.169 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com General Footing File=C:\Users\Dennis\Dropbox1VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 9 Software copyright ENERCALC,INC.1983-2018,Build 10.18:7.31 lic:# O10523 ` x s .censee:Vista Structural Engineering,.. j Description: Footings in crawl space Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 102 inA2 k-ft X-X,+1.40D+1.60H 0.1589 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.40D+1.60H 0.1589 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+W+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+0.90D+E+0.90H 0.1022 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.40D+1.60H 0.1589 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.40D+1.60H 0.1589 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6202 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6202 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -X Bottom 0:1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.1362 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1362 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.2875 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+W+0.90H 0.1022 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+W+0.90H 0.1022 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+E+0.90H 0.1022 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+0.90D+E+0.90H 0.1022 +X Bottom 0.1728 Min Temp% 0.240 3.486 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 3.18 psi 3.18 psi 3.18 psi 3.18 psi 3.18 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+1.60L+1.60H 12.40 psi 12.40 psi 12.40 psi 12.40 psi 12.40 psi 82.16 psi 0.15 0.00 +1.20D+1.60L+0.505+1.60H 12.40 psi 12.40 psi 12.40 psi 12.40 psi 12.40 psi 82.16 psi 0.15 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 82.16 psi 0.07 0.00 +1.20D+1.60Lr+0.50W+1.60H 2.72 psi 2.72 psi 2.72 psi 2.72 psi 2.72 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+1.605+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 82.16 psi 0.07 0.00 +1.20D+1.605+0.50W+1.60H 2.72 psi 2.72 psi 2.72 psi 2.72 psi 2.72 psi 82.16 psi 0.03 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 82.16 psi 0.07 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 82.16 psi 0.07 0.00 +1.20D+0.50L+0.205+E+1.60H 5.75 psi 5.75 psi 5.75 psi 5.75 psi 5.75 psi 82.16 psi 0.07 0.00 +0.90D+W+0.90H 2.04 psi 2.04 psi 2.04 psi 2.04 psi 2.04 psi 82.16 psi 0.02 0.00 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den nis@vistastructural.com General Footm File C:\Users\Dennis\Dropbox1VISTAS11VISTAJ-11ENERCA-111955ec6 g Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 . Lie.#KW-0601O523 ...., ,.. ; Licensee:Vista Structural Engineerin=, ,LLC ... Description: Footings in crawl space 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 2.04 psi 2.04 psi 2.04 psi 2.04 psi 2.04 psi 82.16 psi 0.02 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 11.98 psi 164.32 psi 0.07291 OK +1.20D+0.50Lr+1.60L+1.60H 46.76 psi 164.32psi 0.2846 OK +1.20D+1.60L+0.505+1.60H 46.76 psi 164.32 psi 0.2846 OK +1.20D+1.60Lr+0.50L+1.60H 21.67 psi 164.32 psi 0.1319 OK +1.20D+1.60Lr+0.50W+1.60H 10.27 psi 164.32 psi 0.06249 OK +1.20D+0.50L+1.605+1.60H 21.67 psi 164.32 psi 0.1319 OK +1.20D+1.605+0.50W+1.60H 10.27 psi 164.32 psi 0.06249 OK +1.20D+0.50Lr+0.50L+W+1.60H 21.67 psi 164.32 psi 0.1319 OK +1.20D+0.50L+0.50S+W+1.60H 21.67 psi 164.32psi 0.1319 OK +1.20D+0.50L+0.205+E+1.60H 21.67 psi 164.32 psi 0.1319 OK +0.90D+W+0.90H 7.70 psi 164.32 psi 0.04687 OK +0.90D+E+0.90H 7.70 psi 164.32 psi 0.04687 OK Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructu ral.com Combined FootingFile-C:\users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA--1Ii955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:1018.7.31 . Lic=#:KW-06010523 M k 'a- - Licensee. "•Vista Stnictend E t imatiroirs Description: 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 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? 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 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250Increases basedepressure on footing increase Depther . 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 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 ft Pedestal dimensions... As As Between Columns = 8.50 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 = 23.50 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.3888 inA2 Height = in Bars Btwn Cols Footing Width = 1.50ft Bottom Bars 5.0 4 1.0 0.7950 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 0.8124 in"2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.3888 in"2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = -5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Applied @ Right Column Axial Load Downward = 5.681 k Moment(+CW) = k-ft Shear(+X) = 1.015 k Overburden = 0.150 r4.• ...,, 14',V. _. , , 3 a,� � ..... tate.... ...... .... . ts:e Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined FOOtll1 File-C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . g Software copyright ENERCALC,INC 1983 2018,Build 10.18.7.31 . Lit.#:Mf1-0601O523 3 ‘,:•; Licensee:;Vista Structural En;ineerings LLC Description: Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY DeSign OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.553 Overturning 77.912 k-ft 121.032 k-ft +0.60D+0.60W+0.60H PASS 1.990 Sliding 1.218 k 2.424 k +0.60D+0.60W+0.60H PASS 2.830 Uplift 3.409 k 9.648 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3421 Soil Bearing 0.5131 ksf 1.50 ksf +D+0.60W+H PASS 0.3697 1-way Shear-Col#1 30.370 psi 82.158 psi +0.90D+W+0.90H PASS 0.2436 1-way Shear-Col#2 20.012 psi 82.158 psi +0.90D+W+0.90H PASS 0.04027 2-way Punching-Col#1 6.618 psi 164.317 psi +0.90D+W+0.90H PASS 0.04451 2-way Punching-Col#2 7.314 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.008177 Flexure-Left of Col#1-Top -0.190 k-ft 23.241 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 0.03339 Flexure-Between Cols-Top -1.254 k-ft 37.559 k-ft +1.40D+1.60H PASS 0.8078 Flexure-Between Cols-Bottom 30.340 k-ft 37.559 k-ft +0.90D+W+0.90H PASS 0.03361 Flexure-Right of Col#2-Top -1.262 k-ft 37.559 k-ft +1.40D+1.60H PASS 0.8244 Flexure-Right of Col#2-Bottom 30.963 k-ft 37.559 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 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+L+}{ 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+Lr+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+S+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750L+0.750S+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.60W+H 10.40 k 2.903 ft 0.08 ksf 0.51 ksf 1.50 ksf 0.342 +D+0.70E+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+0.450W+H 10.40 k 2.178 ft 0.13 ksf 0.46 ksf 1.50 ksf 0.306 +D+0.750L+0.7505+0.450W+H 10.40 k 2.178 ft 0.13 ksf 0.46 ksf 1.50 ksf 0.306 +D+0.750L+0.7505+0.5250E+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +0.60D+0.60W+0.60H 6.24 k 4.839 ft 0.00 ksf 0.40 ksf 1.50 ksf 0.267 +0.60D+0.70E+0.60H 6.24 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 3.41 155.79 45.704 77.91 169.91 2.181 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 2.56 147.39 57.652 58.43 157.98 2.704 +D+0.750L+0.7505+0.450W+H 2.56 147.39 57.652 58.43 157.98 2.704 +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 3.41 106.91 31.365 77.91 121.03 1.553 +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 1.23 psi 1.39 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60L+0.505+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 15.18 psi 9,84 psi 164.32 psi 3.22 psi 3.68 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com [Com E31C1@C) OOt. File-C\usersiDennis\Dropbox1VISTAS-11VlSTAJ-1\ENERCA-111955 ec6 g Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 c.#:KW-06010523 r:" Licensee:Vista Stnictural Engin \LLO Description: 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 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 15.18 psi 9.84 psi 164.32 psi 3.22psi 3.68 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 29.31 psi 19.68 psi 164.32 psi 6.39 psi 7.31 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 29.31 psi 19.68 psi 164.32 psi 6.39 psi 7.31 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +0.90D+W+0.90H 82.16 psi 30.37 psi 20.01 psi 164.32 psi 6.62 psi 7.23 psi +0.90D+E+0.90H 82.16 psi 0.79 psi 0.89 psi 164.32 psi 0.03 psi 0.03 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined FootingFile C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA--111955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 #.,KW-06010523 •y :` y Licensee:Vista Structural Etigineeefng,LAX' Description: Footing at shear wall line 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) 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 1.50 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 pot 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 = 1.0 ft Pedestal dimensions... As As Between Columns = 8.50 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 13.50 ft Col#1 Col#2 Bottom Bars 3 4 0.60 0.3888 inA2 Total Footing Length = 23.O ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.3888 inA2 Height = in Bars Btwn Cols Footing Width = 1.50ft Bottom Bars 5.0 4 1.0 0.8808inA2 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 0.9485 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 = -6.103 k Moment(+CW) = k-ft Shear(+X) = 2.952 k Applied @ Right Column Axial Load Downward = 6.103 k Moment(+CW) = k-ft Shear(+X) = 2.952 k Overburden = 0.180 y §y Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined Footing File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . . '':' . •• Licensee f'. 'f !;..1.1,4 Description: Footing at shear wall line 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.508 Overturning 84.102 k-ft 126.801 k-ft +0.60D+0.60W+0.60H PASS 1.838 Sliding 3.542 k 6.512 k +0.60D+0.60W+0.60H PASS 2.837 Uplift 3.662 k 10.389 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3910 Soil Bearing 0.5865 ksf 1.50 ksf +D+0.60W+H PASS 0.3965 1-way Shear-Col#1 32.579 psi 82.158 psi +0.90D+W+0.90H PASS 0.2893 1-way Shear-Col#2 23.767 psi 82.158 psi +0.90D+W+0.90H PASS 0.04322 2-way Punching-Col#1 7.102 psi 164.317 psi +0.90D+W+0.90H PASS 0.04773 2-way Punching-Col#2 7.844 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.009262 Flexure-Left of Col#1-Top -0.2153 k-ft 23.241 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 0.03942 Flexure-Between Cols-Top -1.481 k-ft 37.559 k-ft +1.40D+1.60H PASS 0.8890 Flexure-Between Cols-Bottom 33.390 k-ft 37.559 k-ft +0.90D+W+0.90H PASS 0.03980 Flexure-Right of Col#2-Top -1.495 k-ft 37.559 k-ft +1.40D+1.60H PASS 0.9523 Flexure-Right of Col#2-Bottom 35.768 k-ft 37.559 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 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+L+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+Lr+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+S+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+0.750Lr+0.750L+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+0.750L+0.750S+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+0.60W+H 11.21 k 3.092 ft 0.06 ksf 0.59 ksf 1.50 ksf 0.391 +D+0.70E+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +D+0.750Lr+0.750L+0.450W+H 11.21 k 2.319 ft 0.13 ksf 0.52 ksf 1.50 ksf 0.347 +D+0.750L+0.750S+0.450W+H 11.21 k 2.319 ft 0.13 ksf 0.52 ksf 1.50 ksf 0.347 +D+0.750L+0.7505+0.5250E+H 11.21 k -0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.217 +0.60D+0.60W+0.60H 6.73 k 5.153 ft 0.00 ksf 0.47 ksf 1.50 ksf 0.314 +0.60D+0.70E+0.60H 6.73 k -0.000 ft 0.20 ksf 0.20 ksf 1.50 ksf 0.130 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+H 3.66 167.27 45.681 84.10 178.38 2.121 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 2.75 157.69 57.418 63.08 166.02 2.632 +D+0.750L+0.750S+0.450W+H 2.75 157.69 57.418 63.08 166.02 2.632 +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 3.66 115.70 31.595 84.10 126.80 1.508 +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 1.52 psi 1.67 psi 164.32 psi 0.10psi 0.05 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 0.04 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09 psi 0.04 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 0.04 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 16.05 psi 11.57 psi 164.32 psi 3.42psi 3.95 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den nis@vistastructural.com Combined Footing FIe=C:lUsers\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 g Software copyright ENERCALC,INC.1983-2018,Build:19.18.7.31' -06010. 'i \ ; 'cturat Engineering,!IC Description: Footing at shear wall line 3,adjacent to garage(NOTE:IGNORE SLIDING-FOOTING TERMINATES AT BOTH ENDS INTO A BACKFILLED WALL) 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 1.31 psi 1.43 psi 164.32 psi 0.09 psi 0.04 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 16.05 psi 11.57 psi 164.32 psi 3.42 psi 3.95 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 31.01 psi 23.22 psi 164.32 psi 6.79 psi 7.84 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 31.01 psi 23.22 psi 164.32 psi 6.79 psi 7.84 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09 psi 0.04 psi +0.90D+W+0.90H 82.16 psi 32.58 psi 23.77 psi 164.32 psi 7.10psi 7.69 psi +0.90D+E+0.90H 82.16 psi 0.98 psi 1.07 psi 164.32 psi 0.06 psi 0.03 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com i File=C:\Users\Dennis\Dropbox1VISTAS 11VISTAJ 1\ENERCA 1\1955 ec6 Calltl�eVei"@d Retaining WallSoftware copyright ENERCALCINC 19832018 Build:10.18.7.31 . Description: Plan 40:6'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. 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 = 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 1 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 Pressure Toe = 2,760 psf OK fb/FBDesign Data .653 1 Soil Pressure @ Heel = 0 sf OK Total +fa/Fa = 51.8 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 = - 890.0 lbs Concrete Data Pc 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered RetainingVVa�1 File C\UserstDennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 r Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 �' � � . .: ...., E O �� .��• �\�,Licensee:Vista StructuralEn in Description: Plan 40:6'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 ResistinglOverturning 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans den nis@vistastructu ral.com Cantilevered RetainingWall File C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lit.# Kalt4sO1 .. a ; 2 .' ... :Vista StructuralE t iambi!,LLC Description: Plan 40:6'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 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 = 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 1 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 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 = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 I 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 = - 658.0 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: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered Retainin WaII File-C:\Users\Dennis\Drapbox\VISTAS-1\VISTAJ--1\ENERCA-1U955.ec6 g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lie.# 010523 .... wLicensee,vista Structural Engineer/If.,1.1..e:: Description: Plan 40:6'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 Pc = 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 Resisting/Overturning 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: Plan 40A, 40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered Retainin Wall File=C:Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec8 g Software copyright ENERCALC,INC.1983-2018,Build:1018.7.31 #:KW-0E410523 - • ',��- ?.��. ..., •�^'� �� °.� �` °�`"'�•: ;..'tt ��( tnsee:Vista Structural Engtreeein ,1M Description: Plan 40:4'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 psflft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psflft 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 Above/Below 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 Calcs 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com - ------- - ---- Cantilevered RetainingWall Ale=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJb1\ENERCA-1\1955ec6'. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 *:`KW 18623 \ -..•. ., :... .Licensee';lista Structural Wearing,LLC Description: Plan 40:4'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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered Retaining �l+/aii File=CWSers1Dennis\DopboxIVISTAS-1IVISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC.1983-2018.Build:10.18 7.31 Lie.#:KW-061310523 ! LicenseeVista Structural ErigIneering, .L Description: Plan 40:4'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 psflft 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 = 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 Axial Dead Load = 275.0 lbs Base Back of Wall l ll Soil = aO 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 = 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 +fa/Fa = o..8 Allowable = 3,000 psf Total Force @ Section lbs= 451.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 678.6 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 fc Added Force Req'd = 50.0 lbs NG psi= 3,000.0 F ....for 1.5:1 Stability = 255.8 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: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered'RetatninWail File ClUsers\Dennis\Dropbox\VISTAS 11VISTA3 1\ENERCA-111955ec6 9 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 1Jc:#:t KW-06010523\ • '4 I•• °, see:Vista StructuralEng wertr1g tic Description: Plan 40:4'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 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS VISTAS-1 1\ENERCA 1\1955ec6 . Cantilevered RetainingWall Software copyright ENERCALC INC 1983 2018 Build.0.18 7 31 . tic. KW-06010523 Lich w°VistaStructural , Jawing,LLC Description: Plan 40:2'retaining wall with seismic load applied 1 Criteria 1 Soil Data 11 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. 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 = 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 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 = 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 Soil Pressure Toe = 1,397 psf OK fb/FBDesign Data 0.034 Soil Pressure @ Heel = 696 sf OK Total +fa/Fa = 99.8 Allowable = 3,000 psf Total Force @ Section lbs= 99.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 82.7 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 = - 236.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK c 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: Plan 40A, 40B, 40D 14718 NW Delia Street • Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered Retainin Wall File C`1Users\Dennis\DropboxIVISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 g Software copyright ENERCALC,INC 1983 2018,Build:10.18.7.31 #:KW-08010523 \... ,ts ,\ ,;'y , , Structural En t inswing,LLC Description: Plan 40:2'retaining wall with seismic load applied Footing Dimensions&Strengths 1 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<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 Fo fin 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 Total = 112.2 O.T.M. = 131.1 Earth @ Stem Transitions = Footing Weight = 150.0 0.67 100.0 ResistinglOverturning 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered RetainingWall File C:1Users1Dennis\Dropbox1VISTAS11VISTAJ-1\ENERCA-1\1955ec6 • Software copyright ENERCALC,INC 1983 2018 Budd 1018 7 31 Vista: ��' ��,�.air. ', • €,.�: ., . � �► ��g7 �;, t_ic.# KW-060105 .. �, Description: Plan 40:2'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 I 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 i 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 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 = 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 psf OK Design Data Soil Pressure @ Toe = 1,239 fb/FB+fa/Fa = _ 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-I= 53.9 Soil Pressure Less Than Allowable 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 Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs 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: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Cantilevered Retalrllfl Wall file=tMSosei Oennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 9 Sofhvare copyright ENERCALC,INC.1983 2018,Build:10.18.7.31 c.# 1 10523 Licensee:Vista Stmetural Engineerin., Description: Plan 40:2'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 Pc = 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 ResistinglOvertuming 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. 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 [1] Ss = 1.025 g From Figure 22-2[2] 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 Nc,, 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: ift/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at Short Period pp R Ss 0.25 S5 = 0.50 SS = 0.75 S5 = 1.00 Ss 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 S5 = 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 Si <_ 0.10 S1 = 0.20 Si = 0.30 Si = 0.40 Si >_ 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 S1 = 0.447 g, Fv = 1.553 Equation (11.4-1): SMS = FaSs = 1.090 x 1.025 = 1.117 g Equation (11.4-2): Smi = F S = 1.553 x 0.447 = 0.694 Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Sps = 2/ SMs = 2/3 x 1.117 = 0.745 g Equation (11.4-4): S01 = 2/3 SM1 = 2/ x 0.694 = 0.463 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[31 T, = 16 seconds Figure 11.4-1: Design Response Spectrum T‹T :S.=Sm(04*0.61/TT) Ta 5 T S Ts S S A45: T T5T1:S.=S0„/T T>TL:S➢=S,Tj TT 1 1 I 9E I fi I 5b I 1 $t � I i I i � 1 3 1 I 1 3 I T .0 124 Ts.0,621 i P€r t(S€ ) 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. 9 9 45.�f ? 9t L 1 ' t J Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[43 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 22-17[5] CRS = 0.898 From Figure 22-18E6] CR1 = 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 SDs < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SDS 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 SD1 I or II III IV SD1 < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g <_ 5„ < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and Sol = 0.463 g, Seismic Design Category = D Note: When S, 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 Polygon Northwest Company Vista Structural Engineering, LLC Tuckunder Plan 40 7140 SW Queen Ln Beaverton, OR 97008 SEISMIC CALCULATIONS (PER ASCE7) (971)b45-0901 #OF STORIES 2 Ta 0.2 (=0.1 x#STORIES) Ss 1.025 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 1.113 F„ 1588 SMS 1.141 (=FaSs) IE 1.0 (Importance Factor) SMI 0.710 (=FvS1) R 6.5 (Response Modification Factor) SDS D1, (Seismic Design Class) SDS 0.761 (=2/3xSMs) SDI 0.473 (=2/3xSD1) Cs 0.117 V 2317 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) Wshxk Cox Fs(lbs) 0.7E(lbs) 2ND FLOOR 660 13200 18.5 244200 78.7% 1824 1277 1ST FLOOR 660 6600 10 66000 21.3% 493 345 k=1.0 TOTAL WEIGHT 19800 F=C„XV 2ND FLOOR: DIST. LOAD TO FLOOR DIAPHR. WIDTH OF FLOOR22 feet 58.0 #/ft DEPTH OF FLOOR 29 feet 44.0 #/ft 1ST FLOOR: WIDTH OF FLOOR 22 feet 15.7 #/ft DEPTH OF FLOOR 57 feet 6.1 #/ft Polygon Northwest Company Vista Structural Engineering, LLC Tuckunder Plan 40 7140 SW Queen Ln Beaverton, OR 97008 (971)645-0901 WIND PRESSURES (PER ASCE7-10) Based on 3-second gust at wind speed listed below: Design wind speed: 120 mph Roof pitch: 12 /12 Unfactored Wind Pressures,psf(W) Zone A Zone B Zone C Zone D 14RAfi.,.4, Factored Wind Pressures,psf(0.6W) Zone A Zone B Zone C Zone D ,d `... 10.6 AziLz 8.4 Mean Roof height, h 30 ft Least horizontal dimension,L 21 ft • a=min 0.1L: •'••'2-s2 ft 0.4h: 0.04L 0.88 ft but not less than: �a 3 ,1.: ''ft a 3 ft 2a ft Roof/Floor Diaphragm Loadings,as referenced in attached hand calculations Job: Tuckunder Plan 40 Client: Polygon Northwest Company ASCE 7 WIND PRESSURES Pressure Zone Factored Pressure A 15.4 psf B 10.6 psf C 12.2 psf D 8.4 psf FRONT/REAR ELEVATIONS SIDE ELEVATIONS Loading H1(FT) Pressure Zone H2(FT) Pressure Zone wtmtai f Loading H1(FT) Pressure Zone H2(FT) Pressure Zone \Metal WA 4 A 12 B 188'#/FT w1 4 A 6 B 125#/FT • WB 4 C 12 D 150#/FT W2 4 C 12 D 150#/FT • wc 9 A 139#/FT W3 9 A 139#/FT WD 9 C 110#/FT W4 9 C 110#/FT wE 9.5 A 146#/FT ws 9.5 A 146#/FT WF 9.5 C 116#/FT Shear Reactions Second Floor I First Floor I Lower Level R1 2023# R2 4270# R3 1831 # R4 2891 # R5 6308# RE 1824# R7 3369# R8 4942# R9 6820# RA 1879# RB 1879# R0 3263# RD 3263# RE 4723# RF 4723# '24,---s` FLD w.... 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(. . , , , : . • , . , . . ; i . , teai : ; ; ; i ; . : : ,. ; ! ; %.),..)2;;__-_+._ i_1'31 .:.s.m.r. . : v.,), .....-130pVer , o-,4„,,,,,4 ->7.. t 1 wi...(sew,4 LJwfb, clove-f4 . i \61:7. ve .F..; 6,_j_c_ .-..,_ : {TVIIFt- 2- !:.,:; Me? - i ' CI - -4[ : _i_9 -- l 3 ' =- x 2-2--Fr 3 yz_ 3 _ -1 E P- ari o P�..‘J4- L Dt/ P ►-4►k A44.06 6 Go _ s PROJ: g � , DATE: l',44\44,t44 V I S T A PROJ#: (14_ - STRUCTURAL - ENGR: I E G _ c,.)- . __.4..l.(tea _4o4b .7CL-- SF,t Sm t 2!.1e3( t• ack S off-. _ ._ .' ;fes - _ Uri - ; ?2 $ ; - . Lw _= _ r z2_40 -l- /�l- / �"" 57$3 3 .. :CA t (7;0- ! 14k1L-5' "ol.= --r E i c . Ccs Fz". Q1'=. ‘4,44A7 _, 102- Ot/: ;Pi-00 • .5pit-co,(6: : s d 3.r.:7767. : I Cil_ SI 4 : .--, - y4 D"O-c- PROJ: `D 4) 16 I DATE: V s r A PROJ# ( 41.010,%411 - STIUCTURAL EIVGR: ENGINEERING , LLC G/4LGc•�- G 17 P pLite E 574-r. _. • S -Y - �` ►•� - •` Jam`.:: ._-: •- __. --- - ao _g .) :,(10_61 f71- 21- -o 4 AAL _ r r S 4,tc.q40 4 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company .0-6- i r Area of house: Line 2,2nd floor WIND/SEISMIC i FORCE Lateral Force 2248# i Wind Force(1)or Seismic Force(2): 1 1 Maximum H/W Pier ratio: 3.5 :1 A ! 0 F Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 1 ft 2 r ._. -- Height 2-3 3.5 ft Height 3-4 3.5 ft Length 5-6 4 ft Length 6-7 6 ft FORCE Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR. Vertical reactions at bottom corners: 817# STRAP B OPENING OPENING G Shear at bottom of panel: 102#/ft / WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 140.5#/ft D&E Vertical: v= 181.7#/ft 3 ° ------------ Forces at points 2-6,2-7,3-6 and 3-7: 1090# Forces zero out at points 2-5&2-8: v2-510 2-6= 272.5#111 j 7 v2702 = 90.8#/ft C E H A&C Horizontal: v= 132.0#/ft F&H Horizontal: v= -49.7#/ft Vertical Force @ Point 2-6: F= -50# 4 Vertical Force @ Point 3-6: F= -541 # 4 1t1Pt tFTICOMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1090# I FORCE FORCE I Strap required for horizontal force transfer: Simpson CSI8 End length required: 11 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 WI Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 2 Force Transfer Method Job: Plan 40A,B,D 5 6 7 S Client: Polygon Northwest Company — 1 Area of house: Line 5,2nd floor WIND/SEISMIC FORCE Lateral Force 4573# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A 0 F Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 5.5 ft 2 -"- ! Height 2-3 2.5 ft Height 3-4 0 ft //// \ / \ / Length 5-6 3.75 ft / Length 6-7 2 ft FORCE /!e/ Length 7-8 16.25 ft TRANSFER WINDOW/DOOR WINDOW/DOOR reactions at bottom corners: 1663# STRAP s O Shear at bottom of panel: 208#/ft OPENING OPENING WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK // B&G Horizontal: v= 228.7#/ft I ,/ \ D&E Vertical: v= 302.3#/ft 3 L.... Forces at points 2-6,2-7,3-6 and 3-7: 605# Forces zero out at points 2-5&2-8: u2-5 to zs= 161.3#/ft H E u2-7 to z-e= 37.2#/ft C r A&C Horizontal: v= -67.4#/ft F&H Horizontal: v= -191.4#/ft Vertical Force @ Point 2-6: F= -2034# 4 Vertical Force @ Point 3-6: F= -2605# 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 605# FORCE FORCE € Strap required for horizontal force transfer: Simpson CS22 End length required: 7 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: 518-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS16 with 13-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 4 Force Transfer Method Job: Plan 40A,B,D 5 6 7 6 Client: Polygon Northwest Company -6— -ir. 1 Area of house: Line A,2nd floor WIND/SEISMIC i i FORCE Lateral Force 1969# i I Wind Force(1)or Seismic Force(2): 1 I Maximum H/W Pier ratio: 3.5 :1 A t 0 F t i Overall Wall Height 8 ft 1 Overall Wall Width 15 ft Height 1-2 1 ft 2 rirrrrr Height 2-3 4 ft Height 3-4 3 ft Length 5-6 3 ft Length 6-7 2.5 ft FORCE \ / \ / Length 7-8 9.5 ft TRANSFER WINDOWIDOOR WINDOWIDOOR Vertical reactions at bottom corners: 1050# STRAP' 8 O Shear at bottom of panel: 131 #/ft OPENING OPENING WIDTHS OK HEIGHTS OK !f H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 157.5#/ft /jjj D&E Vertical: v= 262.5#18 3 '____ .. '_. \ ....... . i,miemen Forces at points 2-6,2-7,3-6 and 3-7: 656# Forces zero out at points 2-5&2-8: V25 to 28= 218.8#/ft `/za m z-e 69.1 #/ft C { E H 1 A&C Horizontal: v= 61.3#/ft F&H Horizontal: v= -88.4#/ft Vertical Force @ Point 2-6: F= -201 # 4 Vertical Force @ Point 3-6: F= -831 # A !UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 656# FORCE FORCE Strap required for horizontal force transfer: Simpson CS22 End length required: 7 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 shear3 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company Area of house: Line B,2nd floor WIND/SEISMIC FORCE Lateral Force 1969# 1 i Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A 0 1 F Overall Wall Height 8 ft Overall Wall Width 19 ft 7I Height 1-2 1 ft 2 u_� Height 2-3 5 ft t Height 3-4 2 ft Length 5-6 3.4 ft / \ / Length 6-7 4 ft FORCE Length 7-8 11:5 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 829# STRAP B O Shear at bottom of panel: 104#/ft OPENING OPENING WIDTHS OK HEIGHTS OK / \ / \ H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 131.3#/ft \, D&E Vertical: v= 276.4#/ft 3 _ ___ __ ..,,,,.. . ...,., —_-___„„ Forces at points 2-6,2-7,3-6 and 3-7: 1105# t 9 I 3 Forces zero out at points 2-5&2-8: V2-5 to 2-6= 315.8#/ft 96.1 #!ft C E H V2-7 to 2-8= j 1, A&C Horizontal: v= 184.6#/ft F&H Horizontal: v= -35.1 #/ft Vertical Force @ Point 2-6: F= -92# 4 Vertical Force @ Point 3-6: F= -748# 4 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION,. Horizontal Force at top and bottom of windows= 1105# I FORCE FORCE Strap required for horizontal force transfer: Simpson CS18i ti End length required: 11 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 CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear: 2 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company .ts-----41. 1 Area of house: Line 1,1st floor WIND/SEISMIC a I FORCE Lateral Force 1931 # Wind Force(1)or Seismic Force(2): 1 A O i F Maximum H/W Pier ratio: 3.5 :1 Overall Wall Height 10 ft Overall Wall Width 22 ft Height 1-2 2 ft 2 W W Height 2-3 5 ft _ y Height 3-4 3 ft Length 5-6 4 ft /� Length 6-7 6 ft FORCE jf \ / Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 676# STRAP B OPENING OPENING G Shear at bottom of panel: 88#/ft j WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK t / B&G Horizontal: v= 120.7#/ft , D&E Vertical: v= 175.5#/ft 3 ___ \ \< aimi Forces at points 2-6,2-7,3-6 and 3-7: 1053# Forces zero out at points 2-5&2-8: VPs to z$= 263.3#/ft 87.8#/ft C tl E H vzatoz-e= p A&C Horizontal: v= 142.6#/ft F&H Horizontal: v= -32.9#/ft Vertical Force @ Point 2-6: F= -66# 4 Vertical Force @ Point 3-6: F= -669# $ A UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1053# FORCE FORCE Strap required for horizontal force transfer: Simpson CS18 End length required: 11 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 CS20 with 9-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 2 Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 3012# E Number of Panels in Shear Wall Line 1 sEiswowtNo mace.— Wind Force(1)or Seismic Force(2): 1 1 �m0C}i1avresa !1p14t4! 2.657143 ftAl Total Panel Width in Shear Wall Line 8.5 ft Aspect Ratio OK? YES Eh1ll Line 8.50 ft Required bottom plate size: 2x Bottom Plate h' Required sheathing: 7/16-inch APA-Rated WI 8d @ 6&12 NOLL/MOWN STRAP APPLICABLE) aY DESIGNtir AL PUGA5LEt b Panel 1 Width 8.50 ft Panel 1 Roof&Floor Dead Load 0#/ft Mo 30120 ft-# M, 317 ft-# Tension force: 3506# �._ 4 ANCHOR/t40 f4O t)'DOW8 REQUIRED aY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 5396# Number of Panels in Shear Wall Line 1 SE#544tCAOANt3 _.. Wind Force(1)or Seismic Force(2): 1 ! ' Maximum HNV Pier ratio: 3.5:1 f / Sin 0.733 SR ATF 8NC REWIRED 9Y r 'GN �$ t t 0�� Overall Wall Height 10 ft � o f,10000011110 Minimum Allowable Panel Width 2.857143 ft /'00004 !It/ { Total Panel Width in Shear Wall Line 9.5 ft ��® . Aspect Ratio OK? YES �; Uniform Wall Self Weight 150#18 �1 Panel Shear 568#/ft ��, Total Length of Shear Wall Line 9.50 ft �, y: Required bottom plate size: (2)2x Bottom Plate '"' Required sheathing: 7/16-inch APA-Rated WI 8d(0 3&12 lOLD,00wH STRAP REDVIRER Panel 1 Width 9.50 ft aY 0E3EfiN S 6 APPUCAESS) Panel 1 Roof&Floor Dead Load 0#/ft ,o, Mo 53960 ft-# „„1------ :.:1 M, 354 ft-# Tension force: 5643# �.a.. --[ I ] i„,,,i ....._ 1 1 k i.... . .. , ANCHOR.ANO HOLD,DOWN RSCA RED BY DESIGN Force Transfer Method Job: Plan 40A,B,D 5 5 7 8 Client: Polygon Northwest Company Area of house: Line 6,1st floor WIND/SEISMIC FORCE Lateral Force 1042.5# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A F Overall Wall Height 10 ft Overall Wall Width 16 ft Height 1-2 2 ft 2 uym m -------- \ / \ Height 2-3 6 ft Height 3-4 2 ft Length 5-6 2.75 ft Length 6-7 10.5 ft FORCE \ / Length 7-8 2.75 ft TRANSFER WINDOW/DOOR WINDOWIDOOR Vertical reactions at bottom corners: 652# STRAP 8 OPENING OPENING G Shear at bottom of panel: 65#/ft WIDTHS OK HEIGHTS OK / \ H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 189.5#/ft y D&E Vertical: v= 162.9#/ft 3 I _____ Forces at points 2-6,2-7,3-6 and 3-7: 1710# i �� 9 Forces zero out at points 2-5&2-8: V2-5 to 2a= 621.9#/ft j V2-7 to 2-8= 621.9#/ft C i 1 E H I A&C Horizontal: v= 432.4#/ft i I F&H Horizontal: v= 432.4#/ft i Vertical Force @ Point 2-6: F= 539# 4 Vertical Force @ Point 3-6: F= -598# 4 +S UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1710# I FORCE FORCE Strap required for horizontal force transfer: Simpson CS14 if End length required: 16 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 CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear. 2 Force Transfer Method Job: Plan 40A,B,D 5 6 1 8 Client: Polygon Northwest Company Area of house: Line A,1st floor WINDISEISMIC FORCE Lateral Force 4243# Wind Force(1)or Seismic Force(2): 1 A Maximum H/W Pier ratio: 3:5:1 L F r i Overall Wall Height 10 ft Overall Wall Width 15 ft Height 1-2 2.5 ft 2 _ -- - ,-m Height 2-3 3.5 ft Height 3-4 4 ft Length 6- 5.5 ft / Length 6-77 3 ft FARCE. f/ Length 7-8 6.5 ft TRANSFER Weight of wall 12 psf WINDOW/DOOR WINDOW/000R Dead load on top of wall 275#/ft OPENING ` OPENING i Vertical reactions at bottom corners': "134# ? Shear at bottom of panel: 283'#/ft I WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK r \ / / \ A negative value denotes a downward force and,thus,no hold-down req'd 3 B&G Horizontal: v= 353.6#/ft D&E Vertical: v= -20.6#/ft Forces at points 2-6,2-7,3-6 and 3-7: -62# W I A t Forces zero out at points 2-5&2-8: C E L H V2-5 to 2-6= -11.2#/ft [ I A&C Horizontal: v= -364.8#/ft , F&H Horizontal: v= -363.1 #Ift 4 4 Vertical Force @ Point 2-6: F= -861 # UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force @ Point 3-6: F= -2098# FORCE FORCE Horizontal Force at top and bottom of windows= -62# Strap required for horizontal force transfer: Simpson CS22 End length required: 7 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: 518-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7-inch end length Number of 16d nails required©16"o.c.at bottom plate for shear: 5 Force Transfer Method Job: Plan 40A,B,D 5 5 1 8 Client: Polygon Northwest Company 7 t Area of house: Line B,1st floor WINDISEISMIC i R FORCE t Lateral Force 4243# t I Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5:1 A I D 1 F t t t i Overall Wall Height 10 ft ! 1 Overall Wall Width 19 ft Height 1-2 1 ft 2 Height 2-3 4 ft Height 3-4 5 ft 7 Length 5-6 7.25 ft / \ / Length 6-7 7 ft FORCE Length 7-8 4.75 ft TRANSFER WINDOWIDOOR Weight of wall 12 psf STRAP • B Dead load applied at top of wall 275#/ft OPENING OPENING Vertical reactions at bottom corners*: -1519# Shear at bottom of panel: 223#/ft fff WIDTHS OK HEIGHTS OK 1-1/W RATIO OF WALL PIERS OK *A negative value denotes a downward force and,thus,no hold-down req'd •- -.. ---- - — • B&G Horizontal: v= 353.6#/ft D&E Vertical: v= -253.2#/ft E [ Forces at points 2-6,2-7,3-6 and 3-7: -1773# t i E i Forces zero out at points 2-5&2-8: Cs 5 i H vas to 2-6= -244.5#/ft p { € I v2-7 toz-e= -373.2#/ft { i A&C Horizontal: v= -598.1 #/ft € j F&H Horizontal: v= -726.8#/ft 4 f• Vertical Force @ Point 2-6: F= -345# (UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force @ Point 3-6: F= -1759# FORCE FORCE Horizontal Force at top and bottom of windows= -1773# Strap required for horizontal force transfer: Simpson CS22 End length required: 7 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 CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear: 4 Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Lines A&B,Floor FDN Lateral Force 4730# i' tsr.WL..,,, fr Number of Panels in Shear Wall Line 1 setsr�tc wthD Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier::el ffer ; Minimum Allowable Width 2.642857 ft / .. Total Panel Width in Shear Wall Line 8 ft l:�/ d Aspect Ratio OK? YES ;f I Uniform Wall Self Weight 138.75#/ft :0yr Panel Shear 591#/ft el 00 Total Length of Shear Wall Line 8.00 ft if 0 Required bottom plate size: (2)2x Bottom Plate Required sheath7pt5-inch APA-Rated Both Faces w/8d @ 4&12 HOLDSOWN STRAP REQUIRED 1 Panel 1 Width 8.00 ft ay DESIGN{4F APPut A8 8t Panel 1 Roof&Floor Dead Load 165#/ft M4375 04 ft-# M,, 604 ft-# Tension force: 5394# —-.-_–.-. 4 [ ' ANCHOR AND NOLDDOWN REQUIRED ay DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 1,Floor FDN Lateral Force 3454# 41,i wr,Y,<, Number of Panels in Shear Wall Line 1 setsasrc oto Forum- Wind Force(1)or Seismic Force(2): 1 1# Maximum H/W Pier ratio: 3.5:1 �,d9I/t4I SAYHkNGREMISEDBYDE GN fe, Overall Wall Height 9.25 ft Minimum Allowable Panel Width 2.642857 ft Total Panel Width in Shear Wall Line 4 ft 4 ! /�, Aspect Ratio OK? YES 0$ +" Uniform Wall Self Weight 138.75#/ft ifs r Panel Shear 864#/ft 00 Total Length of Shear Wall Line 4.00 ft 00 Required bottom plate size: (2)2x Bottom Plate Required sheatli1 -inch APA-Rated Both Faces w/8d @ 3&12 SOLD.DOwe SIMS SSOURED Panel 1 Width 4.00 ft BY DFa&GN gB APPLICA5.E} Panel 1 Roof&Floor Dead Load 165#/ft Et Ma 31949.5 ft-# M, 3002 ft-# Tension force: 7912# �_.. w 1 ' /* 4 9' AO8 )4D 110W-DOWN RFQUWED EY DUGS Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor FDN Lateral Force 2030# PAM I,4 NEN,I iti Number of Panels in Shear Wall Line 1 sEisa cwiRo ems, Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5:1 SC* 0.733 SHEATHING ratyRavDEG oa Overall Wall Height 9:25 ft �. • Minimum Allowable Panel Width 2.642857 ft Total Panel Width in Shear Wall Line 8.5 ft / P K�� Aspect Ratio OK? YES Uniform Wall Self Weight 138.75#/ft /1% Panel Shear 239#/ft 0$ Plus shear from panel above 354#/ft i Total Panel Shear 593#/ft Of Total Length of Shear Wall Line 8.50 ft Required bottom plate size: (2)2x Bottom Plate HOLD-DOWN STRAP mak...met) Required sheathing: 7/16-inch APA-Rated w/8dtt3&;12 Err DEVON fSAPPLICABLE) -----T"----- Panel 1 Width 8.50 ft ---_.,,,.' Panel 1 Roof&Floor Dead Load 0#/ft ti M. 18777.5 ft-# ; Mr 293 ft-# Tension force: 2175# Add Tension force from panel directly above: 3506# Total tension force: 5681# :? 1 k ANCHOR.AND HOW-DOWN REQUIRE©SY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN Lateral Force 507.5# *I ...„. a{ Number of Panels in Shear Wall Line 1 SEISMIC/WIND FORCE Wind Force(1)or Seismic Force(2): 1 ; ' OF - Maximum H/W Pier ratio: 3.5:1 $ I SDs 0.733 St l Al'A REQUIRED Ra O R3'r DESIGN �� p i0000 Overall Wall Height 9.25 ft , 0 /./ t Minimum Allowable Panel Width 2.642857 ft 04 Total Panel Width in Shear Wall Line 9.5 ft Aspect Ratio OK? YES " 0 Uniform Wall Self Weight 138.75ES#/ft yi��/ Panel Shear 53#/ft Or a Plus shear from panel above 696#/ft Total Panel Shear 749#/ft 0. Total Length of Shear Wall Line 9.50 ft Required bottom plate size: (2)2x Bottom Plate MOLD-DOMERSTRAP REQUIRED Il Required sheathing: 7/16-inch APA-Rated w/8d i 2&12 ay DERMA or ar r�rcnacs> Panel 1 Width 9.50 ft IF-1', Panel 1 Roof&Floor Dead Load 0#/ft Mo 4694,375 ft-# I . :„,. Mr 328 ft-# Tension force: 460# Add Tension force from panel directly above: 5643# Total tension force: 6103# ANcr;OriAtdo li REC LARED BY DEMUR Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed- 1 MAY 2016,11'59AM Wood BeaCil File=G\Users\Dennis\OD\ENERCA-1\1150 ec6 ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver 616 4.15 1-1C. c. .Kvv-06010523 �� . • • . � � � Structural Engineering,1.,LC 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 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 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(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 , , 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 = 1.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 867>=360 Max Upward Transient Deflection -0.042 in Ratio= 564>=360 Max Downward Total Deflection 0.138 in Ratio= 693>=240. Max Upward Total Deflection -0.053 in Ratio= 450>=240. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M lb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +0+Lr41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1243.13 0.19 11.32 225.00 Length=8.0 ft 2 0.134 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1243.13 0.19 11.32 225.00 +D+S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2316,11 55Ah/ Wood BeamFile=C\Users\Dennis\OD\ENERCA 1\1150.ec6 ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 :Lir:.#:KW-66010523 . �, ,�. .Licensee Vista Structural Engineering,LIC Description: Deck support beam(worst case-\18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci C r Cm C t CL M fb F'b V fv F'v Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.038 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1143.68 0.77 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +D+0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0:19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +13+0.750L+0.7505-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +3+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +3+0.750L+0.750S-0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 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+1-1 -0.0531 0.000 +D+L+H 2 0.1384 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 0.167 0.130 +D+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed'1 MAY 2016,11:59AM ISI Wood B@ani File=C:\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016,Build:61,4,15,Ver:6.16.4.15 o KW.06010523 • • 1-103#### Vista .tructurai..:: a 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+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+5+1-1 0.278 0.217 +3+0.750Lr+0.750L+11 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 +D+0.750L+0.7505+0.450W41 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 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2 27P WOOCI'Beam File C:\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC INC.1983 2016,Build:616 4.15,Ver:6.16.4.15 ! *060t, dui • x \L iceStructural Stnictural En meeting,LLC 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 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 Repetitive Member Stress Increase D(0.06)L(0.24) + D(0.01 LiO 04) D(0.01 L(0.04) i i i ♦ i i i i X M -2-2x8 2-2x8 Span=9.0 ft Span=1.0 ft 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 f1 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 fl 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 = 985.00 psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi 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 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 950.13 0.00 9.62 162.00 +D+L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed 10 MAY 2016,2:27PM Wood Beam' File=C:\Users\Dennis\OD\ENERCA-111150:ec6 ENERCALC.INC.1983-2016,Build:6.16.4.15,Ver:6.16.4,15 Lic.#:KW-06010523 • .' •...•, ', • ... SLC Description: DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb Fb V fir F'v Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +121+5+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +D+0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0,033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.7505+0.5250E+1-1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +4J+0.750L+0.750S-0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.600-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +0+L+11 1 0.1934 4.626 0.0000 0.000 2 0.0000 4.626 +D+L+H -0.0671 1.000 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 den n is@vistastructu ral.com Printed.10 MAY 2018,2 27P Wood B@aCil File=C:\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016,Build 616.4.15,Ver 616 4-15 A' #:WW-06010523 Licensee Vista Structural Ert,Wearing, 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 0.075 0.093 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+hl 0.124 0.156 +D+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+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+0.450W+1-1 0.498 0.622 +D+0.750L+0.7505+0.450W41 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 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed10 MAY 2015,2:51PM Wood Beam File=C:\Users\Dennis\OD\ENERCA-1\1150 ec6 ENERCALC,INC.1983.2016,Build:616 4.15,Ver 6.16.4.15 Lic:#:;KW-06010523 Licensee:Vista Structural Engineering,LLC 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 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 Repetitive Member Stress Increase 0(0.015 L(0.06) X_ K g 2-2x6 Span=11.670 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 r Desi•n OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft 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 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +D+L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +D+Lr+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +D+541 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.154 0.036 1.15 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1315.23 0.08 7.38 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed;10 MAY 2016.2.5,PM Wood BeamFile=C\Users\Dennis\OD\ENERCA-111150.ec6 ENERCALC INC.1983 2016,Bulld:6.16.4.15 Ver:6.16.4.15 W-060 Li . �.., 'ms'sVista:Structural Engineering, +°'. Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+11 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.450W+1-1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall Maximum Deflections Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4730 5.878 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.088 0.088 +D+0.70E+H 0.088 0.088 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 +D+0.750L+0.7505+0.450W41 0.350 0.350 +1J+0.750L+0.7505+0.5250E41 0.350 0.350 +0.60D+0.60W+0.60H 0.053 0.053 +0.60D+0.70E+0.60H 0.053 0.053 D Only 0.088 0.088 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 40(Tuckunder) LOCATION Oregon Number of stories! 1' ROOF SL OIDL 0 AREA I 0 DECK LL 40JDL 10 AREA 180 Effective Seismic Weight,W W I 1800 lbs Ss 0.962 S, 0.411 Fa 1.115 F, 1.589 Sms 1.073 SMI 0.653 DESIGN SPECTRAL RESPONSE SDs 0. 15 SDI I 0.435 Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: DiI Period,Ta(seconds) .0=1 Cs 0. 10 V 198 Weight,W(lbs) h (ft) WXh.,k C , Fx(lbs) 0.7E(Ibs) Roof 0 0 0 0.000 0 0 Deck 1800 4 7200 1.000 19&,,f, ...,,,:;: 139 k=1.0 Total 198 ... . ...... I s 3 , • , 1 • I • : a1 ... ... 5 bd. X19/' s ..a . .4'72 , Mgr.. ,.. (, `' iri rd/ z, "766,E / % ; Yah 51'1 c31...$-?"' o,1 , /� z.,.- ; .il I. dc)) -.�Q "Sp '}4 3 3 05,41 _3 itib �c� iSZl • tai tuv I 1, - w 0'"J < f , `" E ; f._._ .„ HWQ 3 '1 'I imivitimarsiimiva .- : 19N3 ,SII VISIA 4.-;:r• 1-2i 3iVfl ' v2, 1-�- 3 - 42IA-id road i