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/4126/ 6u./ /6Y , RECEIVED FEB 0 6 2019 Ca Icu lation Packet BUILDioNGDVSiON River Terrace ( Roshak) - Tuckunder Plan 40 Tigard, Oregon August 17, 2018 Client : Polygon Northwest Company / ,r,. Nit , . '‘`44%31 e:, "7 ---- --'8/17/2018 - .:- . -5-.4 9 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 ProjectInformation File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAS 1\ENERCA-111955ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31' Lic.#: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 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . U. K�f � • •Structural Eng tl:Kiting, „LC 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-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 D(0.366)L(0,244)5(0.61) p(0.045)LW 03)S(O,075) D(o a2)*(o o5).. ... 4x10 Span=9.0 ft 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 Design 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 = 868.78psi 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+S+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 B@at11 File C:\UsershDennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955 ec6 . Software copyright ENERCALC,INC.1983 2018 Build:1018 7 31 . Lic.#~:KW 1i0523 ! . . Licensee Vista Structural Engineerin 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+H 0.470 0.369 +D+S+H 1.253 0.983 +D+0.750Lr+0.750L+H 0.637 0.485 +D+0.750L+0.750S+H 1.225 0.946 +D+0.60W+H 0.470 0.369 +D+0.70E+H 0.470 0.369 +D+0.750Lr+0.750L+0.450W+H 0.637 0.485 +D+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 +0.60D+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 geafTl File C\Users\Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA 1\1955.ec6 Software copyright ENERCALC INC.1983-2018.Build 1018 7.31 L KW-06010523 , \' UL. \ licenses Structural Enginserirt 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 D(0,12)140OS S0.2 t_7 CtS • 5.5x10.5 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+O.750S+H Location of maximumonspan = 7.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.210 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+0.5250E4l 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 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@aCTI File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 . Software copyright ENERCALC,INC.1983-2018.Build:10.18.7 31 tic KW.0 $ . Licensee:Vista Structural Engineering;LLC 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+1-1 3.066 3.066 +O.60D+0.60W+0.60H 0.926 0.926 +O.60D+0.70E+O.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 B@alil File=C:\Users\Dennis\DroP box\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 Lik` , 6010523Vista Structural En inewin8.LLC 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-Fri' 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(0.035)L 0.07 f 44O o- D(O08) 5.5x10.5 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) Uniform Load: D=0.010, L=0.020 ksf, Tributary Width=3.50 ft DESIGN SUMMARY ,:'.. Desi"n 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 = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.210 in 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 dennis@vistastructural.com File=C:\Users\DennislDropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 Wood Beam copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 -10601052 Licensee:Vista Strw4uratE inswing,LLC Description: 40B: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 +3441 2.885 2.885 +D+Lr+H 1.797 1.797 +D+S+H 3.247 3.247 +D+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+H 2.613 2.613 +D+0.750L+0.750S+0.450W+H 3.701 3.701 +D+0.750L+0.750S+0.5250E+H 3.701 3.701 +0.60D+0.60W+0.60H 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 C.Wsers\Dennis\Dropbox\VISTAS-11VISTAJ--1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983 2018,Build 1018.7.31 #:kW-0010523 :• • • Licensee:Vista Structural Engineering,LLC 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 580.0ksi 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(O 2175L(2_ 45)S(0 3625 _......._.... a 2-2x6 Span=2.0 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 i',•,<.,.,l Desi«f 1 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+0.7505+0.5250E4l 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+li 0.218 0.218 +0+5+H 0.580 0.580 +D40.750Lr40.750L+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 ]deennnis@vistastructu ral.com C:\ Wood B File= Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6' Software copyright ENERCALC,INC.19812018,Build:10.18.7,31,;. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,1.1.0 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 +0+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 +O.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 dennis@vistastructural.com Wood B@anl File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7r31 Lea#.- ` . o\\� -. ,�? ��;% .. ... ��� :...•Licensee5Vista Stnicturat Engineering,LIC` 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 ASCE7-1 0 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.2175)L(0.145)S(0.36255) s a 2-2x10 Span=6,0 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 .; :.Design Oip 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 tb:Actual = 754.97psi 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 = 0.000 ft 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.""Deft 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,4013, 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:\Use s\Dennis\Dropbox\VISTAS-1\VISTAJ-1IENERCA-111955.ec6 : �.... Software copyright ENERCALC,INC.1983-2018,'Build:10.18.7.31 # kW-46090. 3�'..:..o, � ����` .M,.� •�� `�.u��� �..�. ..' .�` �� ., Licensee i'Vista Structural Irn'`..inswing, C 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+H 1.794 1.794 +D+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 +D+0.750L+0.750S+0.5250E4t 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 B@ - File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018 7 31 . Lic.#: bf . ' ,• Licensee• :, lista Stnictural Engineerings 1.1-C 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 ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PrII 1650 psi Eminbend-xx 930ksi 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(0 145)S(0.3625) 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) DESIGN SUMMARY Desi®nl 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+0.7505+0.5250E+4-1 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 +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 den nis@vistastructu ral.com Wood geatll file=C`.\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA--1\1955ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 Lic # 4 �� ': °' . > ` :<; � ,.•.. Licensee:Vista Structural t Mooing,.LLC•'. 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 41 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+0.450W41 4.777 4.777 +13+0.750L+0.7505+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+11 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 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 . # 0523 ,. ��` ,\.. ",, .;`.. Licensee:Vista Structural $inswing,Lj 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 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0ksi 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)411)8(1,5) D(0.05)S(0 125) ... D( ..21g75)to o 145 0382 ..,a. n 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=0.010 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 ti 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 fb: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."=Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750Si0.5250E41 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@c'�t11 File=C 1Users\Dennis\Dropbox\VISTAS-1NISTAJ-1\ENERCA-911955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 0523 .„,. „•, ,Licensee:Vista Structural EnMooring, :C: 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+-1 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 +D+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 WOOD Beam C:\Users\Dennis\Dropbox\VISTAS 1WISTAJ-1\ENERCA 1\1955.ec6 Software copyright ENERCALC,INC.1983-2018.Build 1018 7.31 . ..KW.06010523 ' . \�. •.. • Licensee.Yis ... 'EngIneerin LIG 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 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy I,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.5)L( 6)S(1.5) D(1.5)L(C.6)5(1.5) _ ..._pf0 05) - - D(0.2175)L01.ass5 145(0.3 25) O. a e C 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 `v Design 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+0.750S+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\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lic. :KW46010523 • ! .,.. • Vista mcturai EngineerinaLLC 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."+"Deft Location in Span +D+0.750L+0.750S+0.5250E41 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+0.750L41 6.476 7.328 +D+0.750L+0.750S+H 10.759 11.797 +D+0.60W+H 4.983 5.584 +D+0.70E41 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+0.5250E+H 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 BeaClfi File C:\Users\Dennis\Dropbox\VISTAS--1\VISTAJ-1\ENERCA-111955 ec6 Software copyright ENERCALC,INC.1983 2018,Build:10.18.7 31 . #" KN=0601: . °... � Licensee `�Structural , . ng;LLC Description: 40k 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-PrIl 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 0.2175)L(0 145)§f0.36251 — — 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) DESIGN SUMMARY _.._S =fK 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 fru: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 = 20.009 ft 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."+"Deft 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+H 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 File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955 ec6 I Wood earn Software copyright ENERCALC,INC.1983-2018,Build 1018 7.31 . Lk. N KW-OP410523 ' , Licensee Vista Structural EngIneerin LLC 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+5+1-1 7.505 7.505 +D+0.750Lr+0.750L+H 4.777 4.777 +0+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 +3+0.750L+0.7505+0.450W41 7.700 7.700 +3+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 Beam File C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC,INC.19832018,Build:10.18.7.31 . Lim•.# KW-06010523 . Licensee",Vista Structural Engineering,LLC 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-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 0(11.165)L(0)44) D(0.ft68 1 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 SUMMARY Design 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 = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 1766>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.072 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 BeaIYI 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 Still citinti` 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+14 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+H 1.989 1.989 +D+0.750L+0.750S+0.450W+H 1.989 1.989 +D+0.750L+0.750S+0.5250E41 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 'BearTi File=C:Users\Dennis\Dropbox\VISTAS-11VISTA3-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983-2018,Ouild:10.18.7 31 . Lig #:KW-06010523 ,„ Licensee:Vista Structural Engineering,LLC 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.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0,165)L(0 44) D(O. 92) 2-2x6 242, Span=3.330 ft 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 Design OK Maximum Bending Stress Ratio = 0.749 1 Maximum Shear Stress Ratio = 0.489 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 876.48 psi fv:Actual = 88.06 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.665ft 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 0.018 in Ratio= 2171>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1199>=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 0.0333 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 1.327 1.327 Overall MINimum 0.733 0.733 +D+H 0.594 0.594 +D+L+H 1.327 1.327 +D+Lr+H 0.594 0.594 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 denn is@vistastructural.com Wood B@8117 Software Software copyright ENERCALC,INC.1983-2018,Build.10.187:31 Lic.#:KW-0601 , . •• Licensee:Vista Structural Enginaerin.,14C 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+S+H 0.594 0.594 +D+0.750Lr+0.750L+H 1.144 1.144 +1J+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+0.750L1+0.750L+0.450W4l 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 dennis@vistastructural.com Woad Beam File=C:Users\Dennis\Dropbox1VISTAS-11VISTAJ-11ENERCA 3\1955.ec6 . Software copyright,ENERCALC,INC.1983.2018,Build:10.18.7.31 . L'tc#";kt a601OS23 >`.. . = ;., Licensee:Vista Structural Engineering,tic 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 • • • D(O.192} • 2-2x6 Span=5.0 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) DESIGN SUMMARY Design OK 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 = 1,053.00psi 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 = 0.000 ft 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 " Deti 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+0.750L+H 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 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC 1983-2018.Build 1018 7 31 Ltc # . 010523oma , \t'" Licensee Vista Structural Engineerin!;ILO 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 +3+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 +3+0.750L+0.750S+0.5250E41 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 BeamFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18 7 31 . . 0523 I .•% _ Licensee:Vista`Structural Engineering,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 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.096) D(009 L(0 2 I 2-2x10 Span=7.0 ft k 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) �::' Desi"n OK DESIGN SUMMARY �� 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 = 651.74 psi 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 = 6.234ft 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 40441 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 Beam File=C.\llsers\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lie.*2 KW-08010523 •, ��w \ t Structural ine r ing..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+S+H 0.399 0.567 +D+0.750Lr40.750L+H 1.029 1.197 +D+0.750L+0.750S+H 1.029 1.197 +D+O.60W+H 0.399 0.567 +D+0.70E+H 0.399 0.567 +D+0.750Lr+0.750L4O.450W+H 1.029 1.197 +D+0.750L+0.750S+0.450W+H 1.029 1.197 +D+0.750L+0.750S+0.5250E+H 1.029 1.197 .i-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 B@8Ci1 File=C:\Users\Dennis\Dropbox\VISTAS-AVISTAJ-11ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 . LiCi.$ KW-06010. .•� \\\ \\.. ,.., z �. n i Structural, ,. Engineering,ILO Description: 40A.header in rear wall of master bedroom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling q ?075 .0.06_......_.. 4 2-2x8 Span=6:333 ft ,. --, 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 n Old_ Maximum Bending Stress Ratio = 0.380 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 l 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 = 3.167ft 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."+"Defl 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+541 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 den nis@vistastructu ral.com Wood BeatTl File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:1018.7.31 , 6 � � t s.,y.' VestStructural Engineering,LLC Description: 40A:header in rear wall of master bedroom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.653 0.653 +D+0.60W+H 0.237 0.237 +D+0.70E+H 0.237 0.237 +D+0.750Lr+0.750L+0.450W41 0.356 0.356 +D+0.750L+0.750S+0.450W41 0.653 0.653 +D+0.750L+0.750S+0.5250E+H 0.653 0.653 +0.60D+0.60W+0.60H 0.142 0.142 +0.60D+0.70E+0.60H 0.142 0.142 D Only 0.237 0.237 Lr Only L Only 0.158 0.158 S Only 0.396 0.396 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 Software C\Users\Dennis\Dropbox\VISTAS-11VISTA3-i\ENERCA 1\1955.ec6 Software copyright ENERCALC,INC.1983-2018.Build 1018.7.31 . kW-08010523 .•, r• •.:• „ • .,Licensee;Vista StrtiCtUrat °inswing,t.t.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)14.12) Q ff D(0.09?'L(0.24) • 2-2x10 44,1 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 Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>3.50 ft, Tributary Width=3.0 ft DESIGN SUMMARY Desi<n 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.O0psi 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 = 0.000 ft 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.""Dell 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 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\DennislDropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . :KW-060105,23-•• °• e a • ...a°''y • Licensee:Vista Structural Engineerin t,LLC 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+5+11 0.433 0.354 +D+0.750Lr+0.750L 41 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+0.450W41 1.299 1.063 +D+0.750L+0.750S+0.450W+FI 1.299 1.063 +D+0.750L+0.750S+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 B@afTl File C.\Users\Dennis\Dropbox\VISTAS-11VISTAJ-4\ENERCA 1\1955.ec6 ,b .. ..... Software copyright ENERCALC,,INC.1983-2018,Build 1018.7.31 Us.# M46010523 •� vi • i .e�:Vista,#ructural engie \.....1 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-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(0.108) D(0.075)L(0?05)S(0125) 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" .0,.,,., 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 fb:Actual = 1,496.99 psi 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 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."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 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+L+H 1.903 1.903 +0+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 Be3I71 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 052 •<!,; o %,, \ .. -bleed.., Vit, %.- s\� Licensee:Vista Stru�ctur 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 +1J+0.750Lr+0.750L+0.450W4l 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 Beare File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 tic.#7. 6010523] \. ✓ .tea \a\ Licensee:Vista&m : n _. � .. Description: 40A: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-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.11)L(0.44) A 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 = 5.007ft 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 +1J4+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+5+H 0.308 0.308 +D+0.750Lri0.750L+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 Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC,INC.1983-2018.Build:10.18.7.31 a .� � ..., ..._ ,'. . Engineering,U. LIG #� ` ' �� air•a .. S����\' ,: � i1't,BB�1T1 C'. Description: 40A: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 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955ec6 Software copyright ENERCALC,INC.1983-2018 Build 10.18.7.31 . .�. l,t \'�. 1it $ 1IS23... ��,..\�£�\�� , � �a,.,. ...' .. Structural Engineering .,. . 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 ASCE7-1 0 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(0.0525)L(0-035)8(0.0875 c...,.______. c C 4,_ 0 4x10 Span=15.50 ft 4 r Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.839 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 = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.750ft 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 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+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 nis@�vristastructural.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 lis;# KW46 10523 s ..N :Vista Structural Engineering,Lie 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 +D+0.750Lr+0.750L+0.450W+H 0.610 0.610 +D+0.750L+0.750S+0.450W+H 1.119 1.119 +D+0.750L+0.7505+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@vistastructural.com Wood,Bearn File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983 2018,BuiId:10.18.7.31 lir # KW-06010523 %oA� . , e .Vtst tru ur ? ng l l 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 1,600.0ksi 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(0 075)1(0.05)5(8 125) h 2-2x6 Span=6.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY 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 = 48.04 psi FB:Allowable = 1,345.50 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 = 3.000ft 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 0.055 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.""Del Location in Span Load Combination Max."+"Del Location in Span +D+0.750L+0.7505+0.5250E4l 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+0.750L+H 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 Wood Beans File=C•\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ecs Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lie:'*2 KW-06010523 1,\` �. Licensee: �Ir 1'Engineering,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 +D+0.70E+H 0.225 0.225 +D+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,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,Bu ld:10.18.7.31 Llc. :`KW-06010523 • » Licensee:Vista StructuralEngineering,LLC 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-PrIl 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 0(0.010005)L(0,02668) o 0 0 96 3.5x13.5 rrr 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 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 = 2,400.00psi 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 r maximum occurs = Span#1 Spanan#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.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+1.41 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 +D+H 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@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTA3-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 KW-08010523 •;•'• ; . ...e:Vista Structural Engineering,LLC;, 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+Lr+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 +1J+0.750L+0.7505+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.5250E4j 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 Beam File C\Users\Dennis\Dropbox\VISTAS 1WISTAJ-1\ENERCA 1\1955ec6 Software copyright ENERCALC INC 1983-2018,Build 1018 7.31 . . .o a\ .; Lice1te t Vista Structural n9luaeri Description: 40D: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-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 0(0.075)L(0.05)S(0.125) t. D0E010005)L(0.02668) o D(0 D96) 5.5x15 ORIN 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 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) DESIGN SUMMARY . 'Desi.nOK.... :�\ Maximum Bending Stress Ratio = O.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."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+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 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 u. F ,` � ; Lice ,` a<LLC " 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-iH 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+0.70E+H 2.144 2.144 +D+0.750Lr+0.750L+0.450W+H 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 +O.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 Beam' File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955 ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . 6O1 O523r iii < Li ae VistaStrblearing,� LCC 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 ASCE7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.6) 0.4)S(1) D(9.1654 14d"44), _....__._._ 2-2x10 Span=6.0 ft AppliedLoadsService 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, S=1.0 k @ 1.50 ft DESIGN SUMMARY Desi.ri 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.O0psi 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 = 0.000 ft 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."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 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@vistastructu ral.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 Lica. 23 , -7,, • j :Vista Structural -', L.O. 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+0.750Lr+0.750L+H 2.160 1.710 +D+0.750L+0.750S+H 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 +D+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 B@atTl File-C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA 1\1955ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 . Lie.* O523 %, LicensesStructural Eng 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 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.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.18)L(0.12)S(0 3) 8 2-2x6 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 D 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 = 920.40 psi fv:Actual = 76.80 psi FB:Allowable = 1,345.50 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 2.165ft 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."2 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 +D+0.750Lr+0.750L+H 0.585 0.585 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 Beard File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-1\1955ec6 Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 11:KW-06010523 • t: • { \y� as \3` 1 • License,* Vista Structural Engin 3•.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+0.60W41 0.390 0.390 +D+0.70E+H 0.390 0.390 +3+0.750Lr+0.750L+0.450W+H 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 r Wood Bea111 File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build -18.7.31 • - :KW4601t\�\ ,.._��.. � �� � � o �� ., Licensee 2 Vista.. .Structural En t.initiating, ..0 Description: 40A/B/D:header at bedroom#3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.18)L(0 12)S(0.3) i 2-2x8 Span-5.333 ft K, ,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,, ..,..,,. . 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 ' ;: ., °Deslgn OK ,, req 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 = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+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 0.036 in Ratio= 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."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E++1 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 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@vistastructu ral.com Wood Beam =C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-3\ENERCA--111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . #:i ". , ..,,• .gym rVista Structural Engineering,LLC Description: 40A/B/D yheader 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+11 0.480 0.480 +D+0.750Lr+0.750L+0.450W+4-j 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\VISTA3-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 . 1-1C.# I 010523 .'. "'', ...::Licensee,Vista Structural Engineening, 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 ASCE7-1 0 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(1)L(9.5)s(1) D(0.18)L(0 12)S(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.Ok@0.50ft DESIGN SUMMARY Design 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 = 840.38psi 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.""Defl Location in Span Load Combination Max."+"Del Location in Span +D+0.750L+0.750S+0.5250E+H 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 668111 File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC 1983-2018.Build:10.18.7 31 Lic #::KWg 0523! \ ,<:'iCenage:ViSta SWAMI Engineering;.LtC 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 +0+0.750Lr+0.750L+0.450W+4-1 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 Lr 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 den nis@vistastructu ral.com Tile=C:\Users\Dennis\Dropbox\VISTAS--11VISTAJ-1\ENERCA--1\1955 ec6 . Wood earn Software copyright ENERCALC,INC.1983 2018,Build:10.18.7.31 . t :# KW-06010523 "h•' s„ ti Manses:Vista Structural Engineering,LIG 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.9)L(0.6)S(1.5) 2 2x8 Span=3.254 ft 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 Desi•'n. , 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 = 0.000ft 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."+"Defl Location in Span +D+0.750L+0.7505+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 +D+H 0.554 0.346 +D+L+H 0.923 0.577 +D+Lr+H 0.554 0.346 +D+S+H 1.477 0.923 +D+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 den nis@vistastructu ral.com Wood Bean1 File-C\Users\DennislDropbox\VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018 BuiId:10.18.7.31 . ;KW-06010523. yam. .. • Licensee Vista Struc� 1 Engineering,LLC 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+11 1.523 0.952 +D+0.60W+H 0.554 0.346 +D+0.70E+H 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 BeaCTt' File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . ,� .... • rr e Vistr"al Engineering, 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 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.00)L(0.04)S(0--1) h '1 _ 2-2x8 • Span 4 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 Design 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 = 397.88psi fv:Actual = 30.23 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combinatidn +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 2943>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.044 in Ratio= 1783>=240. 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."+"Defl Location in Span +D+0.750L+0.7505+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 +D+S+H 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 B@at71 File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC INC 1983.2018,Build 1018.7 31 • L .# KW-06010523�\ �'•' 9 • '__. �. • Licensee:` bra[Engineering,tLC'' 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+0.750S+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 Wood B@Bill File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1955.ec6 Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 . VistaE#9111#####$ Li KW-06010523 „?�\\ � , \ F... 4 es' "� .,, 'Lie 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 580.0ksi 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 pttto?s. Lto os-}spa 12s} OM.'1651 L(6.44), a '/ 2-2x6 Span-3.33O tt 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 . ` Design 0 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."+"Dell Location in Span +D+L+H 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 den nis@vistastructu ral.com Wood Beanl File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Suild:10.18.7.31 m KW-0601 0523 a • •••:• Licensee'Vista Structural 'fleang,LLC 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 +3+541 0.768 0.768 +D+0.750Lr+0.750L4l 1.171 1.171 +D+0.750L+0.750S+1-1 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 BeamFile=C:\UserstDennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 . Lic. KW-06010523 , _ .\ Licensee a Vista Salm-twat,Engineering,LLC 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-PrII 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 Dt,0.1$53 Lto.441 ) 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=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 fb:Actual = 1,100.83psi fv:Actual = 110.59 psi FB:Allowable 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.665ft 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 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 0.0454 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 File C\Users\DennislDropbox\VISTAS 11VISTAJ-1\ENERCA 111955ec6 . Software copyright ENERCALC INC.1983 2018 BuiId:1018 7 31 . €e #:KW46010523o, .; Licensee:Vista 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+0.7501J+0.750L+11 1.434 1.434 +D+0.750L+0.750S41 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+0.7505+0.450W+1 1.808 1.808 +0+0.750L+0.750S+0.5250E+11 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 Wood 'Bea17T File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA 1\1955 ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#;.K =tlS01d523.r 2:;x \ > ,..; LLC 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.4)L(0 7)S(0_68) [7(0.066) 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 = 1,345.50 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 = 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+0.750S+0.5250E+H 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 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 B6aCil FAe=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 #• 06010523 .....€'. a .e'.,*Vista Structund E9.LL1 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+H 0.600 0.280 +0+0.750Lr+0.750L+0.450W4l 0.782 0.300 +D+0.750L+0.750S+0.450W+H 1.241 0.351 +D+0.750L+0.750S+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 Combined FootingAle C:\Users\Dennis\Dropbox\VISTAS-11VISTAd-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . L KW-06010523 , \' . .. ...,, . . , y,. .:Vista StructuralEng.. n ,' C 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 fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 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 250.0 Increases basedepressure on footing Depth per . pcf Allowable increase 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 = 18.0ft Pedestal dimensions... As As Between Columns = 4.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 0.50 ft = Col#1 Col#2 Bottom Bars 5.0 4 1.0 0.6093 in^2 Total Footing Length = 22.50 ft Sq.Dim. 6.0 6.0 in Top Bars 5.0 4 1.0 0.6093 in^2 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 ____. __-. ter' <.ry^ .». ,,_. 4,-X r 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 1Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 . Combined Footing Software copyright ENERCALC,INC.19832018,Build:10.18.7.31 . .KW-06010523 .... _ ` � ,,, r„ 4•„ Vista Structuralngin ,ILO 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+1.60H 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+0.750Lr+0.750L+H 16.23 k 0.549 ft 0.28 ksf 0.38 ksf 1.50 ksf 0.254 +D+0.750L+0.750S+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +D+0.60W+H 15.89 k -0.646 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+0.750L+0.7505+0.5250E+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +0.60D+0.60W+0.60H 9.54 k -1.348 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+0.750Lr+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+0.7505+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+0.50S+1.60H 82.16 psi 3.63 psi 1.92 psi 164.32 psi 3.32 psi 3.40 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 2.03 psi 1.12 psi 164.32 psi 1.79 psi 1.90 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 14.88 psi 15.22 psi 164.32 psi 7.78 psi 7.94 psi Vista Structural Engineering,LLC Project Title: Plan 40A, 40B, 4OD 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\VISTA) 1\ENERCA 1\-1955ec6 9 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 Lic.#:KW. 10523 R .. r.• ._,.. .. Vista Structural E' 1aer11 1 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+1.60S+1.60H 82.16 psi 4.76 psi 2.47 psi 164.32 psi 4.38 psi 4.46 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 17.65 psi 16.56 psi 164.32 psi 10.37 psi 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 15.22 psi 15.42 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 23.95 psi 26.98 psi 164.32 psi 10.02 psi 10.02 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 +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 13.72psi 13.90 psi +0.90D-W+0.90H 82.16 psi 25.54 psi 27.81 psi 164.32 psi 11.52 psi 11.53 psi +0.90D+E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi +0.90D-E+0.90H 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 dennis@vistastructural.com General Foot n Ale=C\Users\DennislDropbox\VISTAS-1\VISTAJ--1\ENERCA-111955.ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lic.#;"KW-06010523 t r�see:Vista Structural raY.Engineering,SLC 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 Soil 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 pp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig •wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 1.667 ft Length parallel to Z-Z Axis = 1.667 ft Footing Thickness = 8.0 in g Pedestal dimensions... x, x 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 = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis e4s Number of Bars = 2.0 Reinforcing Bar Size = # 4 Y iy Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x-x sectio,Looking to+2 #Bars required within zone n/a z-z x #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.9080 2.420 k OB:Overburden = ksf _._.................... M-xx = k-ft M-zz = k-ft V-x = k 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 General Footing 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 . Description: Footings in crawl space DESIGN SUMMARYDesign OK 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+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,4O.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 FOOtiYI File C\Users\Dennis\Dropbox1VISTAS-11VISTAd-1\ENERCA-1\1955ec6'. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 :KW-06010523 • '' - : ;' s o . :. Licensees Vista Structural ; 1,tiC Description: Footings in crawl space Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in"2 in"2 in"2 k-ft Status 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+0.50S+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+0.20S+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+1.6011 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+0.505+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+1.605+1.60H 0.2875 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.2875 +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+1.605+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+0.20S+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 dennis@vistastructural.com General Footing File C\Users\Dennis\Dropbox1VISTAS 1\VISTAJ 1\ENERCA 111955.ec6 9 Software copyright ENERCALC,INC 1983-2018.Build 1018 7 31 . t.# KW-0601OS23 • �. "< ", y. •. c Structural,Engineering, Description: Footings in crawl space One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E--0.90H 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+0.50S+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 164.32psi 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 164.32 psi 0.1319 OK +1.20D+0.50L+0.20S+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 164.32psi 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@vistastructural.com File= :\Users\Dennis\Dropbox\VISTAS-1VISTAJ-1\ENERCA-11955 ec6 .CO7bl1@d Footing Software copyeght ENERCALC,INC 19832018 Build:10.18.7.31 LC 010523 ?�.. . Y Vi i. .•. :Vista Strut:tura!Engineering,LLC 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 f c: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 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 Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 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 = 1.50 ft 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 Rebar Center to Concrete EdgeTop = 3 in BarsBottom of sol#2 ^ @ 5.0 4 1.0 0.8124 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 = -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 'q 4.,7-- $�.,_ leis < _ ,, ,,,,._ _ ... . 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 1018 7.31 r �i i L . -; a�1t , �,�!' �; ''��,»�, �i�y�,. �`� LicenseeStructural Enginemsrtngx,LLC Description: Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY '' ' ei3 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+H 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+0.750S+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 +1)+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 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+0.50S+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 Combined Footing ile=C:\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 : .`,. `t� \ Licensee:Vista Sural Engineering, q% 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 3.22 psi 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 Corn FootingFile C\Users\Dennis\Oropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955ec6 . Software copyright ENERCALC,INC.1983-2018,Buildi10.18 7;31 . Lit,#:KW-06010523 _ Viz, ,. ` ` Licensee:Vista Structural Engineering,LLC 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 pct 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 250.0 cf Increases based on footing Depth.... P Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 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 = 23.0 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.3888 inA2 Height = in Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.8808 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 0.9485 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 - 1.°4-4 a ...., -. +am : 23'4 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 Footin Ole C1Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA--1\955.ec6 9 Software copyright ENERCALC INC 1983-2018,Build:1018.7.31 Licensee at Engin 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+0.750S+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 0.09 psi 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 dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-11VISTA3 1\ENERCA 1\1955.ec6 Combined Footing Software copyright ENERCALC,INC 1983-2018 Build 1018 7:31 \` o, w: Li StructuralEngineering, lac, { Imo'; a��3�, ,,. r� ���� ��,. .-� 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+1.605+-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+0.20S+E+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 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 Cantilevered RetainingWallFile=C:AUsers\Dennisloropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC 1983 2018,Build:10.18.7 31 . Lic.*:KW-06010523 :• Vista Structural Engineering,LiC 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. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back 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 = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,760 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fbIFB+falFa 0.653 Allowable = 3,000 psf Total Force @ Section lbs= 1,051.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 2,396.0 ACI Factored @ Toe = 3,554 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 Hook embed into footing in= 6.00 less 100%Passive Force = - 354.2 lbs less 100%Friction Force = - 890.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 65.9 lbs NG y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: 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 Cantilevered RetainingWali File C:\Users 1DennislDrapbox\VISTAS-1\VISTAJ-1\ENERCA 1\1955.ec6 Software copyright ENERCALC,INC 1983-2018,Budd 1018 7 31 . t111°� �4�t0 \111.1. '.� �� .� ��. >. ��<:: � . ���Z\\'\�'�� �k Structural Engineering, 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 it-lb- Heel -IbHeel 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 Veil.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 dennis@vistastructural.com Cantilevered Retainin Wali File C\Users 1Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 0601 . . , . .. ° J aLicensee:Vista Structural Engi ;.. 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. 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 = 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 Axial Dead Load = 275.0 lbs at Back of Wall = 0.0 ft 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 = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0A41 Soil Pressure @ Heel = 129 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 835.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 1,618.4 ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 659.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 656.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: 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\Dropbox\VISTAS--11VISTAJ-11ENERCA-1\1955.ec6 . 9 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tic.#:K` x ' ' License*:Vista StriteWral Engineering, 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 'lir Cantilevered'RetainingtrYaIt File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983 2018,'Build:10.18.7.31 . 06005 .. \ '•' '' ''' -:� s Structural Engineering, -.�. Lic, , � •..., � � \�•a yam. � � 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 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Of 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 Axial Dead Load = 275.0 lbs = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 OK Thickness in= 8.00 Slab Resists Al!Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,757 psf OK Design Data Soil Pressure @ Heel = 179 psf OK fb/FB+falFa _ 0.182 Allowable = 2,000 psf Total Force @ Section lbs= 355.85.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 448.2 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 Lateral Sliding Force = 315.7 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 = - 420.0 lbs Concrete Data 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 den nis@vistastructural.com Cantilevered RetainingVali file=C:\Users1Dennis\Dropbox1VISTAS-11VISTAJ-1\ENERCA-1\1955ec6 . Software copyright ENERCALC,INC.1983-2018 Build:10.18.7 31 1J #;KW-06010523 Licensee ,ering,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 ResistinglOvertuming Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Veil.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• Wall File C\UserslDennis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 1\1955.ec6 . Software copyright ENERCALC,INC 1983 2018 Build:10.18 7.31 Licensee VistaStructural E Wowing,LLCs 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 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 = 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 Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 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 Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK 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 RetainingVVa�� F'le C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 +�' Software copyright ENERCALC,INC.1983 2018,Build:10.18 7:31 . Li. ' -Kili/ 010S23 _�, ,y,� ��� : .�:�� .....:•, c, _. Vista Structural Engineering,LL 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: Lummary 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@vistastructu ral.com Ale C\Users\DennislDropbox1 VISTAS-1\VISTAJ-11ENERCA-1\1955 ec6 Cantilevered Retaining WaJI Software copyright ENERCALCINC.19832018 Build1018731 Lic.#: W' °O . . .'Li Vista Structural.... gin tic, Description: Plan 40.2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Back of Wall l ll Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 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 Design Data Soil Pressure @ Heel = 696 psf OK +fa/Fa 0 38 9 Total 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 = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: 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 FIe=C\Users\Dennis1Dropbox\VISTAS-1\VISTAJ-11ENERCA 1\1955:ec6 g Software copyright ENERCALC,INC 1983-2018,Build 10.18.7.31 . t ii #�:I OiO523 ' . '. `. . ., :\ .. . .; Licensee Stnictarat E .. .' n Description: Plan 40:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd 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 J OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: 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 Cantilevered Retainin Wall File=C\Users\Dennis\Dropbox1VISTAS-1\VISTA,--1\ENERCA-1\1955.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic: _KW-060105 '' �� < .. �<>. ��� �� ���,.�. '' \�,�.. �°.�� [Eng_`.:•• 'C' 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 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 = 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 Design Data Soil Pressure @ Toe = 1,239 psf OK fb/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 75.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 53.9 ACI Factored @ Toe = 1,741 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 236.0 lbs Concrete Data Pc 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 RetainingWall File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 • Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 L1c:#-- X010525 -> ,u � s Licensee Vista Structural g tirtng,LLC 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 fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 88.2 O.T.M. = 84.3 Footing Weight = 150.0 0.67 100.0 ResistinglOverturning 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. Design Maps Detailed Report gig 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 N„ s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 ""- <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 • analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss 0.25 S5 = 0.50 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 SS = 1.025 g, Fa = 1.090 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, 0.10 S1 = 0.20 S1 = 0.30 51 = 0.40 S, >_ 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 S, For Site Class = D and S, = 0.447 g, F„ = 1.553 Equation (11.4-1): St,,s = FaSs = 1.090 x 1.025 = 1.117 g Equation (11.4-2): SM1 = F,S1 = 1.553 x 0.447 = 0.694 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = % SMs = % x 1.117 = 0.745 g Equation (11.4-4): SDI = % SM1 = % x 0.694 = 0.463 g Section 11.4.5 — Design Response Spectrum From Figure 22-12E31 TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<TT:S.` as(O.4+0.6T/To) ToSTSTs:S.=SEs TT<TSTL_S.=S jIT e o Q 1 ki i I t .:7) _. ' i 1 1 Y t fl f 1 9 1 i t i f t i 1 1 i I :.1= z-...O21 t,.o'o PenPeno,i I f.set.} 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. 3 v1 df 3 5E „x f 9 f ib. �F f ik I 1 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.452 Equation (11.8-1): PGA,, = FpGAPGA = 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[6] CRS = 0.898 From Figure 22-18[6] CR, = 0.867 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or iI III IV SDs < 0.167g A A A 0.167g 5 SDs < 0.33g B B C 0.33g 5 SDS < 0.50g C C D 0.50g 5 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 Sol I or II III IV SD1 < 0.067g A A A 0.067g 5 SD1 < 0.133g B B C 0.133g 5 SD1 < 0.209 C C D 0.20g <_ SDl D D D For Risk Category = I and SDI = 0.463 g, Seismic Design Category = D Note: When SI 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)645-0901 #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, 1.588 SMS 1.141 (=F555) IE 1.0 (Importance Factor) SMI 0.710 (=F„S,) R 6.5 (Response Modification Factor) SDS D1 (Seismic Design Class) Sos 0.761 (=2/3xSMs) Sol 0.473 (=2/3xSo,) I Cs 0.117 V 2317 lbs (=Cs x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF O &CEILING DEAD LOAD 1 5p sf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhxk C . Fs(lbs) 0.7E(lbs) 2ND FLOOR 660 13200 18.5 244200 78.7% 1824 1277 1ST FLOOR 660 6600 10 66000 21.3% 493 346 k=1.0 TOTAL WEIGHT 19800 Fx=CvsV 2ND FLOOR: DIST. LOAD TO FLOOR DIAPHR. WIDTH OF FLOOR 22 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: ' 120mph Roof pitch: P 12 /12 Unfactored Wind Pressures, psf(W) Zone A Zone B Zone C Zone D 25.7 17.6 20.4 14.0 Factored Wind Pressures, psf(0.6W) Zone A Zone B Zone C Zone D 15.4 10.6 12,2 8.4 Mean Roof height, h 30 ift �.rcrctt Least horizontal dimension,L 22 ft a=min 0.1L: 2,2 ft 0.4h: ft 0.04E 0 88 ft but not less than: 3 '''ft is a aft 2a 6'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 WIoIAi Loading Hi(FT) Pressure Zone H2(FT) Pressure Zone wcotei . WA 4 A 12 B 188#/FT wi 4 A 6 B 125#/FT we 4 C 12 D 150#/FT w2 4 C 12 m D 150#/FT `A/0 9 A 139#/FT w3 9 A 139!A/FT W0 9 C 110#/FT w4 9 C 110#/FT WE 9.5 A 146#/FT w5 9.5 A 146!A/FT WF 9.5 C 116#/FT • Shear Reactions I Second Floor I First Floor Lower Level R1 2023# R2 4270# R3 1831 # R4 2891 # R5 6308# RE 1824# R7 3369# R8 4942# • R9 6820# RA 1879# Re 1879# Rc 3263# RD 3263# RE 4723# RF 4723# iOf.. Th4 - 'F-t- 2... A 'B 1 ,L.,_____,%, ,,,, ,,,,,,, \.„,,, \K„,,,___. //�-�� ®FF-0522 ® /FTAO CS22® FF-CS2o 1 / (2 x6 L �y ij1(\` 4 2)2x6I (2)2x8 d F;' r\ L X0 � I (2)2x6 FTAO-CS18,....,1 1 I C -Ill J ® I A -iy I AO-C622 ,i (2)2x6 Fr --_S '( FF-CS20 41131 • , \.`. , W...); I L C1Zc (2)2x8 (2)2x6 ---->.- :.,-.;;u ..a; ��r..-"-C«s..9z �. 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SPAAE I (3)2x6 3 ® ' _ I R00R FRAMING ABOVE CRAWL SPACE- t SEE FOUNDATION PLAN QV SHEET A5 0 I I 1 I 5—CN C _HO—xoOs© 53 '_HO-HDU r 4 f310 (4\ 1' �a pccc -10 f.&vUc, v �5v o'P v ) oft-IP I, Ss(JP-CS. \ (OL CP' se oco_f6.- piiksrLirg0 SO 1 El 157/ ,,` 1,ick\1 -� V ikAf;dr' 0, r2,� 4 licCOr ifX Cil C(,.p�W1161°.;.)7 TOP of %, PLATE A. - L 2___....:_____ liq ��� /1/t 2ND FIN. f,,;=`' I FLOOR 1 /0 0-1`4(1) i_______ -�ir.,-) ..r, E ___ ___.... .. -- --.- ----- , 0 __....... .. .... .. . cy, r_ ... ............._._.._ ii — BSMT FIN. t. �- —FT D - . d '_ • Plan 40D REAR ELEVATION 1/8" = 1.-0" i ,.sa_ ---FO g_e-1)4cc 7 %,J,.-11) ?,ESS g--S '001-iw RS1Ula LSC' C7 Isi el tj146- r V 10,0 z Jpt� s IX e.„4 I, 4i,if 1 ni'lle ,21 ' G2/,4* *' -'-'---- '1 - NM . ._,_ L, _ . 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L__ - PROJ: qDn 4 DATE: I V1STA PROJ#: 41111111"110 E N 1- t2UCTURAL ENGR: / $,K4tF4477:'-:14.1/C1.4 i - . , i i . ! .: _. , , SW.., � �{y - Q . , 0 - -: .::., F Ri---L'''4H -.44' .ti , i,. 1 tart r : _..1 ...r... ..r...-.1:1::. L .J.H.- 14.. : "it :13 hr- it.1.4*.i. i _ I. - --- : • �4. . 0- - y , . ,-.i., : T1 1 .'._ ._ ctf-t.t`7-4. ! .: ! ! ! i : . .1 i '407--4 --)L--- : -Hi .: - : i 4H--., ----7"—'• . - .;'.. 4,004- : ' 1 : - ' - - -A/iLi___. . K.7 ..t -J- .___±.7.1, ; ! ! , , : --:: . [ :, ; ... `1F71_=..� (d11 --� ( /rte k L0,cFT=. :; R ,�• � -4 -0 .11 -.143 - -.--'3°t4--1-A(71‘.7_4iF'TP_ _Pi..Frf-- - *41L+ ! • : (,(,+)6.it- +- J '1 r)( 3.cPr. 1t14 ; 1 :• USS :ye pi-tel;/' .0.0.p_., . .1ad./vlfic_c-S 5 * ( F-tk _ - - ... _ . .-. : fir . . : . _. PROJ: yo 'I a 'D DATE: ( VISTA PROJtt: 1 � , (.4,1; — STRUCTURAL — ENGR: ErsiGINEERiNG , L L C 1 T.-"Ps.-31 e.,..13-0414- 0-r t s 2k•dk . j. - Foogs P-60p • I 81-4- z L , , ,, 1 , 1 , , 1 ; , , ;,0.,... ,_ •,, , ,,,,,,ki__ .:,...__. 4,,, , , , ,, , ,, t ;. I- , ,t : , , , , , . , , ,.: ,., , , , , , ,,,,),„ , ; , , , , ., : : ; , : , , , f , . , „ , , : ; . . . . . ....._,...„ , , , ; , a' ,Arr4„.„ „...„,„,,,.,..,�, ,:: , , I , ,;..„_ :.,.._ ,, Iiir-r- : L/4, '›-131.#/Fer , Ox6.3,,,4 ->- /.4: Gshxse-o,u4 :.. Lr. es% 6oV��►,l>-- . . V L = _11-ql .L..,_, 1669 4c- . - �r Vh. = [1 =. _i_q e94 1$� /Wr x2z-.fr . . ... 3V 6 _ . z- 4fv-63 ift- ii)-aa_ pgoivt 0r Ac 7)14T4-�Rt i.pAH,l ,444-416. ..Go ._ _ c PROJ: '-ks DATE: ( tVISTA 4 PROJ#: f (41 - STRUCTURAL — ENGR: II E �3 . _ l(ooy ItmtVAGso As u NIS __ c,..)= i cc4pr ._...c„jf•✓a_4a44b Told— sEismk G -'O-'rte' Z`'46( 3 . . `PUFF ,.,_ , Gov.ii , .,, , I 'F�-C.-: u,J 6 - :p -- $ _. 1 .5`f �22t�r 71-`� , -1 1 M- 514a&7 1_fga: k H� IzzaoF -. - - 32,0A .CAlticr.q o ' -11R, � ftrekoL D -..R 0 'Vtt'H l. .. wi_ O f' : ILS' @t o"oL r - -- _etisEC . "c-C_ t� _71-6: FIELD __ I . . i(716?01-H ,47 91------ 1 _ R rt ) rl .- , sc.r1 1 2 0 _ 707 , ' 1 : ' -, , _ .- - ,.. a2.2----?=-'-' -'- ' - r�T._ S ant- or- fl.,%-.f ' / L _ F..'� ag. PROJ: _. 4104 li DATE: c,,,,,,,,..11/), PROJ 1iti xTJWLrAL - ENGR: I .... :OR-4-044-?- /VP .pct S 2c.r_ ggAp l p . . -Y - 4.- ------X-7-i-L-_c. .jz 4 3?_: truce.; - �O . :�3o�� . C (s 46 - r ass 4--- s s _ 3. . .- 3s 535 :rte : , /36e* 7 , /A,.44,c ., : : ; 'o _.. . r,�4�� . _. : [ i . ' '.I._! :441H• : : ,.• i • ' : ' ' I ' . / l._ /vi4K- ._ //8._<-of -A14kt.,S .. ; R of ._.. `oS.s rc = 9,.4 /J4f, f ; (JS+� !i /o d �►4/ 5 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company 1 _ Area of house: Line 2,2nd floor WIND/SEISMIC i FORCE Lateral Force 2248# i Wind Force(1)or Seismic Force(2): 1 i Maximum H/W Pier ratio: 3.5 :1 A 0 w F i i Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 1 ft 2 Height2-3 3.5 ft \ J V � y Height 3-4 3.5 ft 1' 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# STRA* 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#18 3 __ __. _.-. "+ iii Forces at points 2-6,2-7,3-6 and 3-7: 1090# Forces zero out at points 2-5&2-8: V2-6 to 2s= 272.5#/ft v202-e 90.8#/ft C E H A&C Horizontal: v= 132.0#/ft F&H Horizontal: v= -49.7#/ft I I Vertical Force c Point 2-6: F= -50# 4 i Vertical Force @ Point 3-6: F= -541 # 4 'UPLIFT/COMPRESSION UPLIFT/COMPRESSION I Horizontal Force at top and bottom of windows= 1090# FORCE FORCE I 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 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 8 7 8 Client: Polygon Northwest Company --m. 1 Area of house: Line 5,2nd floor WIND/SEISMIC 1 1 FORCE t 1 Lateral Force 4573# Wind Force(1)or Seismic Force(2): 1 A 1 1 F Maximum H/W Pier ratio: 3.5 :1 t 1 t Overall Wall Height 8 ft I 1 Overall Wall Width 22 ft Height 1-2 5,5 ft 2 --.- _ 1 /// my Height 2-3 2.5 ft / Height 3-4 O ft l !/ Length 5-6 3.75 ft Jj Length 6-7 2 ft FORCE \ / \ / Length 7-8 16.25 ft TRANSFER WINDOW/DOOR WINDOW/DOOR. Vertical reactions at bottom corners: 1663# STRAP 8 OPENING OPENING G Shear at bottom of panel: 208#/ft > WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 228.7#/ft ,, D&E Vertical: v= 302.3#/ft Forces at points 2-6,2-7,3-6 and 3-7: 605# Forces zero out at points 2-5&2-8: v25 to 2b= 161.3#/ft v2-710 2-8= 37.2#/ft C E H A&C Horizontal: v= -67.4#/ft F&H Horizontal: v= -191.4#/ft Vertical Force @ Point 2-6: F= -2034# 4 Vertical Force i 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 9[ 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 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 8 Client: Polygon Northwest Company ,a...--------p- i f r 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 9 I Maximum H/W Pier ratio: 3.5 :1 A 0 i F i i t i Overall Wall Height 8 ft Overall Wall Width 15 ft Height 1-2 1 ft 2 a /{assisossis_��w 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 WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 1050# STRAP— B OPENING OPENING G Shear at bottom of panel: 131 #/ft / \ / \ WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 157.5#/ft D&E Vertical: v= 262.5#/ft 3 _ , uno Forces at points 2-6,2-7,3-6 and 3-7: 656# I I Forces zero out at points 2-5&2-8: j V2-5 to 2-6= 218.8#/ft I v27102 =z e 69.1 #/ft C E H A&C Horizontal: v= 61.3#/ft I F&H Horizontal: v= -88.4#/ft i i i Vertical Force @ Point 2-6: F= -201 # 4 Vertical Force @ Point 3-6: F= -831 # 4 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 shear: 3 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company -0 r.- 1 Area of house: Line B,2nd floor WIND/SEISMIC FORCE Lateral Force 1969# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A D ° F i t Overall Wall Height 8 ft Overall Wall Width 19 ft Height 1-2 1 ft Height 2-3 5 ft / \ \ / Height 3-4 2 ft // Length 5-6 3.5 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 OPENING OPENING G Shear at bottom of panel: 104#/ft f WIDTHS OK HEIGHTS OK f/ H/W RATIO OF WALL PIERS OK / \ B&G Horizontal: v= 131.3#/ft .. D&EVertical: v= 276.4#/ft 3 ______ _ Forces at points 2-6,2-7,3-6 and 3-7: 1105# Forces zero out at points 2-5&2-8: V2-5 to 2a= 315.8#/ft = 96.1 #/ft C E H V2-7 to 2-k1 3 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 '';UPLWFTICOMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1105# . FORCE FORCE Strap required for horizontal force transfer: Simpson CS18 I 9 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 5 7 8 Client: Polygon Northwest Company 1 r Area of house: Line 1,1st floor WIND/SEISMIC I FORCE Lateral Force 1931 # i Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A t 0 F Overall Wall Height 10 ft Overall Wall Width 22 ft Height 1-2 2 ft 2 f "" Height 2-3 5 ft // Height 3-4 3 ft JJJ 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: 878'# STRA` B OPENING Of NTNG G Shear at bottom of panel: 88#/ft WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 120.7#/ft D&E Vertical: v= 175.5#/ft Forces at points 2-6,2-7,3-6 and 3-7: 1053# i I Forces zero out at points 2-5&2-8: j V25 to 2-6= 263.3#/ft 1 I V2-7 to 2-8= 87.8#/ft C S j H A&C Horizontal: v= 142.6#/ft I 1 F&H Horizontal: v= -32.9#/ft i Vertical Force @ Point 2-6: F= -66# 4 t Vertical Force @ Point 3-6: F= -669# 4 4 i UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1053# i 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# Number of Panels in Shear Wall Line 1 at tsavarrn r Wind Force(1)or Seismic Force(2): 1 ;0�/ ` % t. Maximum H/W Pier ratio: 3.5:1 /� 1 E1, r+ SDs 0.733 SHa s7tttMo FiED ifi6 BE DEVON i 1� Overall Wall Height 10 ft A / i Minimum Allowable Panel Width 2.857143 ft 1I Total Panel Width in Shear Wall Line 8.5 ft AS Aspect Ratio OK? YES 0 Uniform Wall Self Weight 150#/ft Panel Shear 354#/ft 9 I, Total Length of Shear Wall Line 8.50 ft Required bottom plate size: 2x Bottom Plate Required sheathing: 7/16-inch APA-Rated w/8d @ 6&12 not.moC xN STRAP REQUIRED Panel 1 Width 8.50 ft aYra DEMON ��Patacnac } ""-T Panel 1 Roof&Floor Dead Load 0#/ft Mo 30120 ft-# Mr 317 ft-# Tension force: 3506# - ...../ ANCHOR.AND HOLDDOW+k HO:E ARED BY DEVON 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 Wind Force(1)or Seismic Force(2): 1 SEtsASFS�twtND wry I Maximum H/W Pier ratio: 3.5:1 4 ;9, j f0/i ¢0,{. SD5 0.733 SHEATHING REQUIRE?By DEVON / M i i Overall Wall Height 10 ft f .+i Minimum Allowable Panel Width 2.857143 ft e ! Total Panel Width in Shear Wall Line 9.5 ft i Aspect Ratio OK? YES } Uniform Wall Self Weight 150#/ft 4/1 Panel Shear 568#/ft 000 , Total Length of Shear Wall Line 9.50 ft f Required bottom plate size: (2)2x Bottom Plate i Required sheathing: 7/16-inch APA-Rated w/8d @ 3&12 HOLD•DOwN STRAP REQUIRED— Panel 1 Width 9.50 ft EY DESIGN SEnaR CABLE) Panel 1 Roof&Floor Dead Load 0#/ft -._ Mo 53960 ft-# M, 354 ft-# Tension force: 5643# d E ANCHOR AND HOLD-DOWN REftUERED ey DESIGN Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company .a.---------s". 1 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 " r Overall Wall Width 16 ft Height 1-2 2 ft 2 ---1- -- ,�----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 WINDOW/600R Vertical reactions at bottom corners: 652# STRAP B OPENING OPENING 0 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 D&E Vertical: v= 162.9#/ft 3 , \--V,'. , � Forces at points 2-6,2-7,3-6 and 3-7: 1710# Forces zero out at points 2-5&2-8: t s V2-e to 2b= 621.9#/ft i ! v2-f to 2-e= 621.9#/ft C E H A&C Horizontal: v= 432.4#/ft F&H Horizontal: v= 432.4#/ft Vertical Force @ Point 2-6: F= 539# 4 Vertical Force @ Point 3-6: F= -598# d & UPL1FT/COIPRESSION UPLIFT/COMPRESSION' Horizontal Force at top and bottom of windows= 1710# FORCE FORCE Strap required for horizontal force transfer: Simpson CS14il 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 5 7 8 Client: Polygon Northwest Company �•-•_- „ Area of house: Line A,1st floor WINDISEISMIC t t FORCE Lateral Force 4243# t Wind Force(1)or Seismic Force(2): 1 I t Maximum H/W Pier ratio: 3.5:1 A 1 li F t P Overall Wall Height 10 ft Overall Wall Width 15 ft , Height 1-2 2.5 ft 2 ---- Height 2-3 3.5 ft I Height 3-4 4 ft l Length 5-6 5.5 ft II. Length 6-7 3 ft FORCE / \ / \ Length 7-8 6.5 ft TRANSFER D/ WINDOWDOOR INDOWIDDOR Weight of wall 12 psf STRAP— B OP OPENINGR Dead load on top of wall 275#!ft Vertical reactions at bottom corners': -134# // \ Shear at bottom of panel: 283#/ft WIDTHS OK HEIGHTS OK t / \ H/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 I D&E Vertical: v= -20.6#/ft t I Forces at points 2-6,2-7,3-6 and 3-7: -62# I 1 I Forces zero out at points 2-5&2-8: C E H V2-5 to 2-6= -11.2#/ft 1 v24102-8' 9.5#/ft t I t I A&C Horizontal: v= -364.8 Mt1 1 i I F&H Horizontal: v= -363.1 #/ft 4 1, Vertical Force @ Point 2-6: F= -861 # IUPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force @ Point 3-6: F= -2098# ; FORCE FORCE Horizontal Force at top and bottom of windows= -62# V 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: 5 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company ..................... 1 Area of house: Line B,1st floor WING/SEISMIC 1 FORCE [ f Lateral Force 4243# I 1 Wind Force(1)or Seismic Force(2): 1A t Maximum H/W Pier ratio: 3.5:1 [ D t F t t Overall Wall Height 10 ft � Overall Wall Width 19 ft Height 1-2 1 ft 2 -- N — , Height 2-3 4 ft / I pzz Height 3-4 5 ft {J Length 5-6 7.25 ft p Length 6-7 7 ft FORCE I Length 7-8 4.75 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Weight of wall 12 psf STRAP- B G ' Dead load applied at top of wall 275#/ft OPENING /OPENING Vertical reactions at bottom corners*: -1519# Shear at bottom of panel: 223#/ft q / / WIDTHS OK HEIGHTS OK \ H/W RATIO OF WALL PIERS OK 01 *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= -253.2#/ft Forces at points 2-6,2-7,3-6 and 3-7: -1773# Forces zero out at points 2-5&2-8: c E H v2-5t02-6= -244.5#/ft v2-7t02-6= -373.2#/ft I A&C Horizontal: v= -598.1 #/ft F&H Horizontal: v= -726.8#/ft 4 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# fIf Number of Panels in Shear Wall Line 1 �EtS#KMfNp ._ , Wind Force(1)or Seismic Force(2): 1 00 r0 Maximum H/W Pier ratio: 3.5:1 0 Dor 0 X00, SDs ShEAT A! Overall Wall Height 9.25 ft a $ � / Minimum Allowable Panel Width 2.642857 ft 3d J� Total Panel Width in Shear Wall Line 8 ft Aspect Ratio OK? YES i Uniform Wall Self Weight 138.75#/ft �" i PanelShear 50 'ft Y TotaltalLength of Shear Wall Line 8.00 ft Required bottom plate size: (2)2x Bottom Plate Required sheath7r1 -inch APA-Rated Both Faces w/8d @ 4&12 HOLD-DOWN MAP RE't1URED Panel 1 Width 8.00 ft EY DESIGN liF .,ara ) Panel 1 Roof&Floor Dead Load 165#/ft ggg M 4375 ft-# ..± M,r 60404 ft-# Tension force: 5394# a .04 ANCHOR.AND HOLD.DOWN RE,QU€RECD BY DEVON Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 1,Floor FDN .,po 1 4Y 1,.„,4,. Lateral Force 3454# Number of Panels in Shear Wall Line 1 SEISMICN AND Ems..._-. Wind Force(1)or Seismic Force(2): 1 :,140,400,,41$110,101red7/11001; Maximum HAN Pier ratio: 3.5:1S 0.733 BREATHING REOVIRED BY DRA I1NOerall Wall Height 9.25 ft 0 ! ,�Minimum Allowable Panel Width 2.642857 ft .ttTotal Panel Width in Shear Wall Line 4 ft Aspect Ratio OK? YES ' /0 Uniform Wall Self Weight 138.75#/ft 0 Panel Shear 864#/ft 4'at/ tv Total Length of Shear Wall Line 4.00 ft 4 T. Required bottom plate size: (2)2x Bottom Plate ' Required sheath7ottg-inch APA-Rated Both Faces w/8d @ 3&12 NOLO-DOWN STRAP FtaCKARED Panel 1 Width 4.00 ft ByoESiGNBRAPPLBCAE,GEF II w,. -- -- Panel 1 Roof&Floor Dead Load 165#/ft Mo 31949.5 ft-# Mr 302 ft-# Tension force: 7912# 11 j 4 ANCHOR.AND 1101,1T REQUIRED BY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor FDN 4,,,„,1,„,,,,„,„. qp' Lateral Force 2030# f( Number of Panels in Shear Wall Line 1 Wind Force(1)or Seismic Force(2): 1 sEtsa icrw xn ;C Maximum HIV Pier ratio: 3.5:1 0 /11 os 0.733aNEATHYNp ftCifut av ri€ iii f Wall Height 9.25 Minimum lAllowable Panel Width 2.642857 ft ����� �1 A. Total Panel Width in Shear Wall Line ES ft 40 1 Aspect Ratio OK? Y8.5 4/ Uniform Wall Self Weight 138.75#10 l Panel Shear 239#/ft A4 Plus shear from panel above 354#/ft go Total Panel Shear 593#/ft Total Length of Shear Wall Line 8.50 ft Required bottom plate size: (2)2x Bottom Plate HOTOZOM STRAP REC ORED 111 oesiGNRequired sheathing: 7/16-inch APA-Rated w/8d CO 3&12 BY e� � t �- Panel 1 Width 8.50 ft Panel 1 Roof&Floor Dead Load 0#/ft Mo 18777.5 ft-# Mr 293 ft-# Tension force: 2175# Add Tension force from panel directly above: 3506# Total tension force: 5681# ,, F ....„ } , ., .,, , . , , , ANCHOR AND HOLD-DOWN RE:HMRED aY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN Lateral Force 507.5# Number of Panels in Shear Wall Line 1 sawatrCwtrlp FORCE—,- A. / Wind Force(1)or Seismic Force(2): I l //// y ..*Maximum HAN Pier ratio: 3:5:1 / j//J #4,tiSps 0.733 3HSATwkNC>REC3E D aY f7RrGdd „ 'Overall Wall Height 9.25 ft '� A Minimum Allowable Panel Width 2.642857 ft , /�_ Total Panel Width in Shear Wall Line 9.5 ft r0� Aspect Ratio OK? YES il0 %�0 Uniform Wall Self Weight 138.75#/ft !ift/000 Panel Shear 53#/ftPlus shear from panel above 696#/ft1 Total Panel Shear 749#16 Total Length of Shear Wall Line 9.50 ft ll Required bottom plate size: (2)2x Bottom Plate HoL0 D' STRAP REOORED-- Required sheathing: 7/16-inch APA-Rated w/8d @ 2&12 SY DESIGN OF APPLICABLE) Panel 1 Width 9.50 ft a ti Panel 1 Roof&Floor Dead Load 0#/ft Mo 4694.375 ft-# M, 328 ft-# Tension force: 460# __ ____ Add Tension force from panel directly above: 5643# Total tension force: 6103# ANCtof[Arm1401D,DOWN REQUIRED ST DESIGN 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 2016,1510ec 59AM Wood Beata File=CiAfsers\Denni510D\ENERCA-1\1I E NERCALC,INC.1983.2016,Build:6.16.4.15,Ver:6.16.4.15 : W-0601$33 .. % • •••:,.4.• .n , ' sta Structural Engineering,LLC Description: Deck support beam(worst case-185(10'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 1,600.0 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 D(0.05503 L(0.220) ir IV all a (ix 7 z,2_s 4x8 4x8 Span=l.Oft Span=8.Oft 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 fl 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 C i Cr Cm C t C L M fb Pb V fv F'v +0+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 +D+Lr+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 0.050 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 +0+5+1-1 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 20,6,11 696M File=C:\Users\DennislOD\ENERCA 1\1150 ec6 VVood Beam ENERCALC,INC.1983-2016,Build:616 4 15.Ver 616 4.15 11 c. 1 "10823 ` yLicensee:Vista Structural !11' LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t C L M fb Pb 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-41 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 +0-0.60W+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 +0+0.750Lr+0.750L-0.450W+11 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+0.750S+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 +0+0.750L+0.750S-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+0.750S+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 +D+0.750L+0.750S-0.5250E41 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+H -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 MAY2016,11:59AM Wood Be8n1 File=C:\Users\Dennis\ODIENERCA 111150 ec6 ENERCALC,INC.1983 2016,Build:6.16 4 15,Ver 616 4 15 #�,. • ' ••Itl •fi��<.., :���a��" .���;; , :�� zz\\�� : . �.. Licensee:Vista Structural Englneariu LLC 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+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0.217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.450W+H 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 Wood BeamFile=C:\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016,Build:6.164 15,Ver 6.16:4.15 0523 \, • ` '�UCt �f�ir dnf 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 1,600.0ksi 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 Repetitive Member Stress Increase D(0.06)L(0.241 + + * * + + + D(0.01L(0.04) + D(0.01)L(+1 + + X Id 1C 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 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50-->>6.50 ft, Tributary Width=6.0 fi Load for Span Number 2 Uniform Load: D=0.010, L=0,040 ksf, Tributary Width=1.0 fl DESIGN SUMMARY Desi.n O .. 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.O0psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.777ft Location of maximum on span 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 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 Cd C FN Ci 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=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 Woo CI Be8n1 File C'1Users\Dennis\OD\ENERCA-1\1150.ec6 ' ENERCALC,INC.1983-2016,Build 616 4.15,Vec6.16.4.15 Lic.#:e. `• . .. L l Engine ng,LLC Description: DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V N 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 +D+S4I 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 +0-0.60W41 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+0.70E44 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-0.70E4 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+0.450W4l 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-0.450W+4-j 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+0.450W41 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+0.7505-0.450W+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+0.5250E+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 +4.J+0.750L+0.750S-0.5250E41 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 +0.60D-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 +0.60D+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."+"Defl Location in Span +0+1+3-I 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 dennis@vistastructural.com Printed:10 MAY 2018,2.27PM Wood B@8CT1 File=CrUsers\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:616:4.15 Lie.#, 3f-06010.. \r i e:Vista S , Engineming,LLC 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+H 0.124 0.156 +D+541 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+H 0.498 0.622 +D+0.750L+0.750S+0.450W+H 0.498 0.622 40+0.750L+0.7505+0.5250E41 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 Printed 10 MAY 2016 2 51P Wood Beans File=C[Users\Dennis OD\ENERCA-111150 ec6 ENERCALC,INC.1983-2016,Build:616.4.15,Ver:6.16.4.15 ic.#:KW-O6O10523 _.. � 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 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015)L(0.06) 7l + K 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 fl DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.8861 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 = 1,143.68psi 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 C d C FN C i Cr Cm C t CL 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 +0+S+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 0.154 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+0.750S+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 2018.2 51P Wood Beam' Ale=CCUsers\Dennis\0D1ENERCA 10150.ec6 ENERCALC,1NC. •1983-2016,Build:616 4.15,Ver:6.16.4.15 Lit.* ; 01052 3 `` h ,s ,.Licensee:Vista Engineeriri LLC i 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-0.70E4l 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+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+0.750Lr+0.750L-0.450W41 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+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 +D+0.750L+0.7505-0.5250E41 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.""Deft Location in Span Load Combination Max."+"Deft 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+0.450W+1i 0.350 0.350 +D+0.750L+0.750S+0.5250E+H 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 ISL 0 DL OIAREA 1 OI DECK LL 40',DL 10 AREA 180 Effective Seismic Weight,W IW 1800 lbs Ss 0.962 S1 0.411 Fa 1.1 15 Fv 1.589 SMs 1.073 SM] 0.653 DESIGN SPECTRAL RESPONSE 1 SDs I , " „ �7 SD I 0.4351 Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: D, Period,Ta(seconds) 0.1 Ca 0.110 V 198 Weight,W(lbs) ha(ft) Wxhak C, Fa(lbs) 0.7E(lbs) Roof 0 0 0 0.000 0 0 Deck � h 1800' 4 7200' 1.000 198 ',;;139'. k=1.0 Total 198 PROJ: Pi-v-1 6o - -balc-I.-stAk, , ,... 11 DATE: / ' ,. . . 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