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Specifications 'il FEB 062019 CITY OF TIGARD „i t, 4,.2.,,3,„, Calculation Packet BUILDING DIVISION River Terrace ( Roshak) - Tuckunder Plan 40 Tigard, Oregon August 17, 2018 Client : Polygon Northwest Company 71,4z eli —6 \ Nv' OREGON i d 8/17/2018 4 _ fly 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 Project Information File=C\Users\Dennis\Dropbox\VISTAS-1\VISTA3-1\ENERCA-1\1955ec6 Software copyright ENERCALC,INC.1983-2018,8uild:t0.18.7.31 Lift..',#:KW-06010523 License::Vista Structural Engineerkg,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 Beat71 File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6_. Software copyright ENERCALC,INC 1983 2018,Build:10.18.7.31 ;t ., 62 , •i y \ ,' x. . Licensee,:Vista Structund.... . .Engineering,::;1.1.0. 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 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0,366)L(0)244)8(0:61) D(0.„„. 45„„)L(0 03)S(0.075) - D(/0 03x((0 05) v _ .,.........................................«,................, a ,.........,..... ,,. 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 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 tb:Actual 868.78psi fv:Actual = 51.05 psi FB:Allowable = I,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 i Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+3+4-1 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 den nis@vistastructural.com Wood Beans File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 . Software copyright ENERCALC,INC 1983-2018 Build 1018 7 31 . • Lic.i# M46010523 `, • zLlano*:, Vista Structural E need R. 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 Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1955.ec6 . 'p Software copyright ENERCALC,INC 1983 2018 Build 11718.7:31 Lic. KW-06010523 ` ..,, .: .. drStructural ,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-Pill 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 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1210 t 2 L 0 08 S t1?- w. , .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 Desi.n O$ ; Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,319.75psi fv:Actual = 70.34 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.250ft Location of maximum on span = 0.000ft 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."+"Dell Location in Span +D+0.750L+0.7505+0.5250E41 1 0.4430 7.303 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.066 3.066 Overall MINimum 1.450 1.450 +D+H 1.544 1.544 +D+L+H 2.124 2.124 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam Software . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7.31 Lic #:KW-06010523 \, ........ •=Vista Structural E fie ULC Description: 40A:Beam supporting 2x6 pony wall above great mom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+LriF I 1.544 1.544 +D+S+H 2.994 2.994 +D+0.750Lr+0.750L+H 1.979 1.979 +D+0.750L+0.750S+H 3.066 3.066 +D+0.60W+H 1.544 1.544 +D+0.70E+H 1.544 1.544 +D+0.750Lr+0.750L+0.450W+H 1.979 1.979 +D+0.750L+0.750S+0.450W+H 3.066 3.066 +D+0.750L+0.750S+0.5250E+H 3.066 3.066 +0.60D+0.60W+0.60H 0.926 0.926 +0.60D+0.70E+0.60H 0.926 0.926 D Only 1.544 1.544 Is Only L Only 0.580 0.580 S Only 1.450 1.450 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox1VISTAS 11VISTAJ 1\ENERCA 111955ec6 Software copyright ENERCALC,INC 1983 2018 Budd 1018 7 31 . 01.523 ' Licensee:Vista Structural Eng n U 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 ASCE7-1 0 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Frit 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 _ 010:121 LIIIOSTS(0.2) # Dit t ti. — ... .. ciid 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 1 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 = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.210 in Ratio= 830>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.535 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 Wood BeaCTI File=C:\Users\Dennis\Droptiox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Ista Structural.Engineerla.,MX..� 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 +D+L+H 2.885 2.885 +D+Lr+H 1.797 1.797 +D+S+H 3.247 3.247 +D+0.750Lr+0.750L+H 2.613 2.613 +D+0.750L+0.750S+H 3.701 3.701 +D+0.60W+H 1.797 1.797 +D+0.70E+H 1.797 1.797 +D+0.750Lr+0.750L+0.450W+11 2.613 2.613 +3+0.750L+0.750S+0.450W+1-1 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 File=C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1955.ec6 Software copyright ENERCALC,INC.1983 2018 Budd 10.18.7.31 . �y` 0,52+se�� \\\\\�i5 \A \�b1u�'' Licensee Description: 40A:header above attic access,bedroom#3 walk-in closet CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0 02175 L(0,146)S(0.3625) 2-2x6 Span=2.0 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=14.50 ft DESIGN SUMMARY Design OK : \ Maximum Bending Stress Ratio = 0.176 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 237.27 psi fv:Actual = 29.77 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.000ft Location of maximum on span = 1.547ft 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."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0033 1.007 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.598 0.598 Overall MINimum 0.363 0.363 +D+H 0.218 0.218 +D+L+H 0.363 0.363 +D+Lr+H 0.218 0.218 +D+S+H 0.580 0.580 +D+0.750Lr+0.750L+H 0.326 0.326 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beath File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111955ec6 . Software copyright ENERCALC,INC.1983-2018,Build:1018 7.31 . \y ° Licensee:Vista Structural. .: ,. 'ilk ��.,3.. ,, F� ,,..; �, � ` �.� .�' oral Ea.$ >t's LLC Description: 40A.header above attic access,bedroom#3 walk-in closet Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.598 0.598 +D+0.60W+H 0.218 0.218 +D+0.70E+H 0.218 0.218 +D+0.750Lr+0.750L+0.450W+H 0.326 0.326 +D+0.750L+0.750S+0.450W+H 0.598 0.598 +D+0.750L+0.750S+0.5250E+1i 0.598 0.598 +0.60D+0.60W+0.60H 0.131 0.131 +0.60D+0.70E+0.60H 0.131 0.131 D Only 0.218 0.218 Lr Only L Only 0.145 0.145 S Only 0.363 0.363 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com WOOd BeaCll File C.1Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC 1983-2018,Build 1018.7:31 3 `":' Description: 40A:header above rear wall of bedroom#2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0,2175 L 0.145 5 0.3625) 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 t ,Design OK 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 1b:Actual = 754.97 psi fv:Actual = 72.21 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2143>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1299>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0554 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.794 1.794 - Overall MINimum 1.088 1.088 +D+H 0.653 0.653 +D+L+H 1.088 1.088 +D+Lr+H 0.653 0.653 +D+S+H 1.740 1.740 +D+0.750Lr+0.750L+H 0.979 0.979 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW=0601052 \ `° "` +lee:Vista Structural Engineering,LLC;:.' 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+0.450W4l 0.979 0.979 +D+0.750L+0.750S+0.450W+H 1.794 1.794 +D+0.750L+0.750S+0.5250E+H 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 den nis@vistastructural.com Wood B@anl File C\Users\Dennis 1Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . r Lig.#:Its= D �� i ' ��,..... . � �. �� Licensee:Vista Structural t #aginn•,t.t»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-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.2175)L(014.5)_St0 3620_._......_ t a a Y i 1,, . A. 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 n 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 = 2,497.54 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 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."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+1-1 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 dennis@vistastructural.com Wood Beam File=C`\Users lDennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 . Software copyright ENERCALC,INC 1983-2018.Build:1018 7 31 >.�� l> ��'lllsta Ste` t . '113-C‘ Description: 40A.Beam above back of great room supporting wall above Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 3.608 3.608 +D+S+H 7.505 7.505 +D+0.750Lr+0.750L+H 4,777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +3+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com w„Od Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955:ec6 . Software copyright ENERCALC,INC.1983-2018,Build 1018.7.31 Lic.#:KW-06018523::'. \ %' z ..,Licensee:Vista S Engh$e4n' Description: 40B:Beam above back of great room supporting wall above[CITY INSPECTION]-ATTIC JOISTS FRAMED SIDE-TO-SIDE CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 051 S(tt 125) D(1.8)L(1F 1)S{1.5} .___._ D(0 2175)L(0 145)S(0 3825) a(oTfl8 .. _........ ....._.._ _._. . y.__._ _ 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 . .. . __ Design 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+N Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.788ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.489 in Ratio= 528>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.974 in Ratio= 264>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-”Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.9742 10.515 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam Software C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955ec6 Software copyright'ENERCALC,INC.1983-2018,Build:10 18 7.31 Lie.# KW-08010523 F, nsee:VVistaStructural Englin ri ; �° � 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+H 4.943 4.079 +D+L+1-I 7.244 5.996 +D+Lr+H 4.943 4.079 +D+S+H 10.584 8.607 +0+0.750Lr+0.750L+11 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 +0+0.750Lr+0.750L+0.450W+H 6.669 5.517 +0+0.750L+0.750S+0.450W+H 10.899 8.913 +D+0.750L+0.750S+0.5250E+H 10.899 8.913 +0.600+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 File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 1\1955ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 Licenses:Vista Structural Engineering,I-LC etta 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 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.06).S(0 125_) 0(1.5)L(Q,6)S(1.5) 0(1.5)L(0.6)5(1.5) ._..__ .._.. ._..__._ D(0.2175)L(0.145S(0.3625) ° a 4 ' D(0,096 4 F a 5.5x18 ., y A. Span=21.50 ft i Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) 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 Design OK ;;.... Maximum Bending Stress Ratio = 0.909 1 Maximum Shear Stress Ratio 0.471 : 1 Section used for this span 5.5x1 8 Section used for this span 5.5x1 8 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 Woad geaCil File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ 1\ENERCA-1\1955ec6 Software copyright ENERCALC,INC 1983 2018 Build:1018 7 31 10523 .. . . Lice Sim:tura!Englatittringittie Description: 40B&D.Beam above back of great room supporting wall above REVISED CALC FOR WASHINGTON COUNTY Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 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+L.r+H 4.983 5.584 +D+S+H 10.693 11.542 +D+0.750Lr+0.750L+H 6.476 7.328 +0+0.750L+0.750S+H 10.759 11.797 +D+0.60W+H 4.983 5.584 +D+0.70E+H 4.983 5.584 +D+0.750Lr+0.750L+0.450W+11 6.476 7.328 +D+0.750L+0.750S+0.450W+H 10.759 11.797 +1J+0.750L+0.750S+0.5250E+1-1 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 d�ennnis@vistastructural.com VIIOOd BeamFile=C:Users\Dennis1Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018.7.31 ,, \� � ... b �6010 �� \LicenseeVista Structural Engineering,LL Description: 40A:Beam above master bath and front of master bedroom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PM 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 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling —...._....._Qip_21 fi5)_L.f4,14S.i._S f0 3625)— ............._ ' D(0')96) i 5.5x18 Span=21.50 ft 1 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof Truss Load) DESIGN SUMMARY Design 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."+"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-1\VISTAJ-1\ENERCA-1\1955.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018.Build:10.18.7 31 . LSC:'#:KW-06010523 '' ,.�� ". ��.. �,�.. �, �.� .1.1.icaristae:Vista SftsturatEngineering,t,4. Description 40A:Beam above master bath and front of master bedroom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 3.608 3.608 +D+S+H 7.505 7.505 +D+0.750Lr+0.750L+4-1 4.777 4.777 +D+0.750L+0.750S+H 7.700 7.700 +D+0.60W+H 3.608 3.608 +D+0.70E+H 3.608 3.608 +D+0.750Lr+0.750L+0.450W+H 4.777 4.777 +D+0.750L+0.750S+0.450W+H 7.700 7.700 +D+0.750L+0.750S+0.5250E+H 7.700 7.700 +0.60D+0.60W+0.60H 2.165 2.165 +-0.60D+0.70E+0.60H 2.165 2.165 D Only 3.608 3.608 Lr Only L Only 1.559 1.559 S Only 3.897 3.897 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,1Oregon 97229 Project ID: 1955 Descr:Tuckunder plans (971)645-0901 Project dennis@vistastructural.com Wood Beam File=G\Users1Dennis\Dropbox1VISTAS-11VISTAJ-1\ENERCA-111955.ec6- Software copyright ENERCALC,INC 1983-2018.Budd 1018 7.31 Description: 40A:Header at right side of dining room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0165)1(0,441_ _... -Dri 68} .,-e, .__.,,........._._ a a a • } 2-2x10 Span=6.0 ft l 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.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 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 +041 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 Rle=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ 1\ENERCA-111955 ec6 . Wood Beam Software copyright ENERCALC,INC 1983 2018 Build:1018 7 31 . Ltcc.#_KW-06010523 a. • : ,r • ',• Vista Structural1 s inearitig,Lie 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+0.750L41 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+11 0.999 0.999 +D+0.750Lr+0.750L+0.450W4l 1.989 1.989 +0+0.750L+0.7505+0.450W41 1.989 1.989 +D+0.750L+0.750S+0.5250E+H 1.989 1.989 +0.60D+0.60W+0.60H 0.599 0.599 +0.60D+0.70E+0.60H 0.599 0.599 D Only 0.999 0.999 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Plan 40A,40B,40D Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645 0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File=C:\UserslDennislDropboxIVISTAS-f\VISTAJ•-1\ENERCA-111955ec6 . Software copyright ENERCALC,INC.'1983-2018,Build 1018 7:31 . Lic #;`K1.0601623 Description: 40A:Headers to left of kitchen,left of master bath,right of laundry,and right of powder room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,165)140:44) C " DW.�192) o C. d 1 2-2x6 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 = 1,170.00 psi 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 0.018 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 1 i 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 40+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 dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-11VISTAJ 1\ENERCA 111955 ec6 Wood Bearn Software copyright ENERCALC,INC 1983-2018,Buid:1018 7 31 Lic #:KW-06010523 Licensee kVista 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+11 1.144 1.144 +D+0.750L+0.750S+H 1.144 1.144 +D+0.60W+FI 0.594 0.594 +D+0.70E+H 0.594 0.594 +D+0.750L1+0.750L+0.450W+H 1.144 1.144 +D+0.750L+0.750S+0.450W+H 1.144 1.144 +0+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 Wood Beam File-C.1UserslDennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC 1983-2018,Budd 1018 7.31 .KW-06010523 "• ; { 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-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(0.192) .... ... ....__ ...____..,. _._ ,_ _..._...._._ 2-2x6 Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=16.0 ft,(wall dead load) DESIGN SUMMARY — 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.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0408 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.480 0.480 Overall MINimum 0.480 0.480 +D+H 0.480 0.480 +D+L+H 0.480 0.480 +D+Lr+H 0.480 0.480 +D+S+H 0.480 0.480 +D+0.750Lr+0.750L+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 File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.eC6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18 7 31 . Lic.#:KW-06010523 Licensee Vista Structural Engtn' 1rg Description: 40A:Header above exterior window at stairs Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.480 0.480 +D+0.60W+1-1 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 +0+0.750L+0.750S+0.5250E++1 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 Beam File=C\Users1Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA 111955ec5 ' Software copyright ENERCALC INC 1983 2018,Build 1018 7.31 0523 �� a � .,. r Vista Stnrctural Engineering, t.,. 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-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(0,096) D(r}o9rLcp 244 " a a a K — — a— r 2-2x10 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft,(floor load) Uniform Load: D=0.0120 ksf,Extent=3.50-->>7.0 ft, Tributary Width=8.0 ft,(wall dead load) DESIGN SUMMARY Desi.n OK.,, Maximum Bending Stress Ratio = 0.658 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 651.74 psi fv:Actual = 58.41P si FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.704ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 2039>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.065 in Ratio= 1294>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0649 3.551 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.239 1.407 Overall MINimum 0.840 0.840 +D+H 0.399 0.567 +D+L+H 1.239 1.407 +D+Lr+H 0.399 0.567 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeamRle C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright'ENERCALC,INC.1983-2018,BuiId:10 18 7 31 . KW-06040523 Licensee:Vista Structural Engineering, 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+0.750Lr+0.750L+H 1.029 1.197 +D+0.750L+0.750S+H 1.029 1.197 +0+0.60W#1 0.399 0.567 +D+0.70E+H 0.399 0.567 +0+0.750Lr+0.750L+0.450W+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 +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 Beat11 File=C\Users\Dennis\Dropbox1VISTAS-.11VISTAJ-11ENERCA-1\1955.ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018.7.31 . Lic :1036010523 :' ...,, . . _.....soa:Vista Structural Engineerin!„1-1.0 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 580.0ksi 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 .. -�,__..__ , �._ ,„,_._. w_�, .w. r a 5 0 ....�. a. 2-2x8 Span'6,333 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Oesi,n Maximum Bending Stress Ratio = 0.388 1 Maximum Shear Stress Ratio = Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 472.13psi fv:Actual = 36.49 psi FB:Allowable = 1,242.00psi 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 = 5.732 ft 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+S+H 0.633 0.633 +D+0.750Lr+0.750L+H 0.356 0.356 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 Ale=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6 • Wood Beam Software copyright ENERCALC,INC.1983-2018,BuiId:1018.7.31 . - „• Vista Structural ... F. C Vic.#'» Y-46t19tf&>23� ;�, •r.._ , . 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+0.450W+H 0.356 0.356 +D+0.750L+0.750S+0.450W+H 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 File=C.lUsers\Dennis\Dropbox\VISTAS 1WVISTAJ--1\ENERCA 111955ec6 Software copyright ENERCALC INC.1983-2018,Build 10 18 7 31 Lie.#:KW-06010523 :\ F.. '-: " '"off eF s E 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-NI 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(0.045)1(012) t a 0009 1024 2-2x10 Span'7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0—>>3.50 ft, Tributary Width=3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.363 : 1 , Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual 714.59psi fv:Actual = 65.34 psi FB:Allowable = 990.00 psi 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.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0708 3.449 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.588 1.299 Overall MINimum 1.155 0.945 +D+H 0.433 0.354 +D+L+H 1.588 1.299 +D+Lr H 0.433 0.354 Vista Structural Engineering,LLC Project Title: Plan 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Wood earn Software copyright ENERCALC,INC.1983 2018 Build:1018 7 31 . e.. :KW-06010523Licenseeo Vista structural Engineering,L 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 +3+5+1-1 0.433 0.354 +D+0.750Lr+0.750L+H 1.299 1.063 +D+0.750L+0.750S+H 1.299 1.063 +D+O.60W-'H 0.433 0.354 +D+0.70E+H 0.433 0.354 +D+0.750Lr+0.750L+0.450W-*1 1.299 1.063 +D+0.750L+0.7505+0.450W+H 1.299 1.063 +D+0.750L+0.7505+0.5250E+H 1.299 1.063 +0.60D+0.60W+0.60H 0.260 0.213 +O.60D+0.70E+0.60H 0.260 0.213 D Only 0.433 0.354 Lr Only L Only 1.155 0.945 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA 1\1955ec6 Software co n ht ENERCALC,INC.1983 2018,Build 1018 7 31 ,. \ 'Z'/ F � 1+4 ' X23: � � �• r\� �.>, w�nu�,s � �� r.FB.,\ a4 \` Licensee a.Vista Structural En.W 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(0.1081 ,$ -- D t1.D75 L.t1�D5a g S,0.125 3.5x12 Span r 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 9e OK Maximum Bending Stress Ratio = 0.542 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb:Actual = 1,496.99psi fv:Actual = 80.95 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 = 8.167ft Location of maximum on span = 15.379 ft 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."+"Defl Location in Span +D+0.750L+0.750S+0.5250E4I 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 +D+Lr+H 1.494 1.494 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructu ral.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Software copyright ENERCALC,INC.1983-2018,13uiId:10.18.7.31 . 8010523„ Licensee:Vista Structural Engineerirt LLC 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+I 2.515 2.515 +D+0.750Lr+0.750L+H 1.801 1.801 +D+0.750L+0.750S+H 2.566 2.566 +D+0.60W+H 1.494 1.494 +D+0.70E+H 1.494 1.494 +D+0.750Lr+0.750L+0.450W+H 1.801 1.801 +D+0.750L+0.7505+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 WOnd Bear11 File C\Users\Dennrs\Dropbox\VISTAS-11VISTAJ-11ENERCA 111955ec6 Software copyright ENERCALC INC.1983-2018,Budd 1018 7 31 .it,#:;.1 #-$O10523 ' �o ''' i � Engineering,..��,,,, , `, y��.`' � it 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.11)L(O.44) 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 "- 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 tb:Actual = 843.80psi fv:Actual = 71.76 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.800ft Location of maximum on span = 5.007 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio= 1220>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I 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 +D441 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 +D41 0.308 0.308 +D+L+H 1.540 1.540 +D+Lr+H 0.308 0.308 +D+S+H 0.308 0.308 +D+0.750Lr+0.750L41 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 File=C:1Users\DennislDropbox\VISTAS-1\VtSTAJ-1tENERCA-1\1955ec6 Wood Beam SoflwarecopynghtENERCALC,INC.19832018 BuiId1018731 Lior#:KW-06010523 Licensee:Vista Structural Engineeritutt.1.0 Description: 40A:crawl space headers Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+0.750L+0.750S41 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 VI/OOd Beam File C\UsersIDennis\Dropbox\VISTAS-11VISTAJ-11ENERCA 111955.ec6 ,. Software copyright ENERCALC,INC.1983-2018,KW Build 10.18 7.31 m � .. �. � ,�` �c�." �� :F ,.. ��'�SA�� i11a1 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 ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 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(0,0525)L(0.035)S(0.0875)_ 4x10 Span=15.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Oesi t n 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 lb:Actual = 1,042.43psi fv:Actual = 46.92 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.750ft Location of maximum on span = 14.765ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 601>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.511 in Ratio= 364>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E4I 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 +D441 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 dennis@vistastructural.com File=C\Users\DennislDropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1955ec6 Wood Bearn Software copyright ENERCALC,INC.1983-2018 Bwid:10187.31 etc . 0523 0 , . .. .. ... Licensee" turat En'ginewl stIc 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+H 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 +0+0.750L+0.750S+0.5250E+1-1 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 Beam File=C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ 1\ENERCA 1\1955ec6 . Software copyright ENERCALC INC.1983-2018,Build 1018 7.31 Lic.#:KW'06010523 u ^. rises Vista StructuralEngineedn!,LLC 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.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 075)L(0.05) (0.125) 2-2x6 Span,-6.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.547. 1 Maximum Shear Stress Ratio = 0.232 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 736.36psi 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 i Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0909 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.619 0.619 Overall MINimum 0.375 0.375 +D+H 0.225 0.225 +D+L+H 0.375 0.375 +D+Lr+H 0.225 0.225 +D+5+1-1 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 File=C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1955 ec6 Wood Beam Software copyright ENERCALC,INC 1983-2018.Build'1018 7 31 #:KW.06010523 ;< 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--1\1955.ec6-' Software copyright ENERCALC,INC 1983 2018,Budd 1 18.7 31 LIS.#:KW-06010523 '- •• , Licensee:Vista Structural Engineering;LC, 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-Pr!' 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(0,02688) ....__._ C?10 6. .. t. i l 1 A 3.5x13.5 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 Design OK Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 3.5x13.5 Section used for this span 3.5x13.5 ib: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#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 2583>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.536 in Ratio= 481>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 ii Overall Maximum Deflections Load Combination Span Max.fl-"Deli Location in Span Load Combination Max."+"Defl Location in Span +D4+H 1 0.5363 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.540 1.540 Overall MINimum 0.287 0.287 +D+H 1.253 1.253 404L+1-1 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 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6 Wood Bearn Software copyngltt ENERCALC,INC.1983-2018 Build:10.18.7 31 . Licensee:Vista Structural Engineering, 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+F{ 1.253 1.253 +D+S+H 1.253 1.253 +D+0.750Lr+0.750L+H 1.468 1.468 +D+0.750L+0.750S+H 1.468 1.468 +D+0.60W+H 1.253 1.253 +D+0.70E+H 1.253 1.253 +D+0.750Lr+0.750L+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.5250E+H 1.468 1.468 +0.60D+0.60W+0.60H 0.752 0.752 +0.60D+0.70E+0.60H 0.752 0.752 D Only 1.253 1.253 Lr Only L Only 0.287 0.287 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B, 40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans ddennis@vistastructural.com Wood Beam File=C:\UserS\Dennis\DropboxlVISTAS 11UISTAJ 1\ENERCA 111955.ec6 . a a Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 6010523 :1 „.. , � !� 1 i '-Meeting, 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 ASC E7-10 Fb- 1,850.0 psi Ebend-xx I,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.075 L(0.05)S(0.125) h 0(0.01000 L(0.02668) v D(00396) 7 c r 5.5x15 `., Span=21.50 ft ,d,._»»,»»t,_�w a-..,a. -.... .-„. s. ....m ....»,»tee......»».,.._, .... ,...... .. ..—.... ®.. ..,a._....»»»K-..... ._,,,, ».. . 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 Maximum Bending Stress Ratio = 0.455 1 Maximum Shear Stress Ratio = 0,200 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fbi:Actual = 1,179.05psi fv:Actual = 61.04 psi FB:Allowable = 2,590.30psi Fv:Allowable = 304.75 psi Load Combination +D+0,750L+0.7505+H Load Combination +p+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 20.323ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 1188>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.609 in Ratio= 423>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.”"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 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 File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955 ec6 Wood Beam Software copyright ENERCALC,INC 1983-2018 Build-1018 7 31 Lic.#:KW-06010523 4 «Licensee:Vista StructutalEtftineering,LIC° Description 401: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 +041 2.144 2.144 +04.41 2.968 2.968 +D+Lr+H 2.144 2.144 +1D+541 3.488 3.488 +D+0.750Lr+0.750L+H 2.762 2.762 +D+0.750L+0.750S+H 3.770 3.770 +D+0.60W+H 2.144 2.144 +D+0.70E41 2.144 2.144 +0+0.750L1+0.750L+0.450W+1 2.762 2.762 +D+0.750L+0.750S+0.450W+H 3.770 3.770 +D+0.750L+0.750S+0.5250E+H 3.770 3.770 +0.60D+0.60W+0.60H 1.287 1.287 +0.600+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 BeamFile C\ s\Denms\Dropbox\VISTA C1 93 1\ENg A 911955 e � ,s<, yo r S, Software 7. VISI RC c6 twa e copyright ENERCALC,INC.1 83 20 ,Build 1018 31 . Licensee:Vista Structural Engineering,1.1.6 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 D(0,6)L.0:4)S(1) D(0165)t.(O 44) 1. 2-2x1 0 Span=6:0ft , Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft Point Load: D=0.60, L=0.40, S=1.0 k@1.50ft , DESIGN SUMMARY __.. .. Des'a nom:=y ,. ;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 ib: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."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+1-1 1 0.0741 2.869 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.723 2.065 Overall MINimum 0.750 0.250 +D41 0.945 0.645 +D+L+H 2.565 2.065 +D+Lr+I1 0.945 0.645 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com WOOD BeamFile=C\Users\Dennis\Dropbox\ISTAS-1\VISTAJ-1\ENERCA-1\1955ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7 31 Lk.#:.KW-06090523 Licensec,Vista Structural En ..rig,LLC\ Description: 40B/D:Header at right side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+541 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 +9+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@at11 FIe=C:\UserstDennis\Dropbox\VISTAS-1NISTAd-11ENERCA-1\1955.act Software copyright ENERCALC,INC 1983-2018,Budd 1018 7 31 Etc.#:KW-(36010523 `_" Litanses:,Vista-S ' is Engineering;MX. 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-PM 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 18)L(0.12)S(0.3) a 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 OK' 3 a.,. Maximum Bending Stress Ratio = 0.684 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 920.40psi fv:Actual = 76.80 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.165ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 1448>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 878>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0592 2.181 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXmum 1.072 1.072 Overall MINimum 0.650 0.650 +D+H 0.390 0.390 +0+L41 0.650 0.650 +D+Lr+H 0.390 0.390 +D+5+11 1.039 1.039 +D+0.750Lr+0.750L+1-1 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 File=C:\Users\Dennis\Dropbox\VISTAS 1\VISTA}1\ENERCA 1\1955'.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 Lie.#:KW-06010523 :, i :Vista Structural En t ineesin_x. Description 40D:headers at 2nd floor stair opening,tech room,and bath#3 Vertical Reactions ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.072 1.072 +D+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +D+0.750Lr+0.750L+0.450W+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 Wood BeBgt File Cl lUsers\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111955.ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018.7 31 KIN-06010523 : ; : •• „.> " ,., . sem Licensee t Vista Structural Englneeririg, 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-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 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 32.210 pcf 0(0.18)Lf0 12)8(0.3) o- 3 2-2x8 Span-5.333 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK, , Maximum Bending Stress Ratio = 0.647 1 Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 lb:Actual = 803.51 psi N:Actual = 70.43 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00p si Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.667ft Location of maximum on span = 4.730ft 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+H 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 +0+1-1 0.480 0.480 +D+L+H 0.800 0.800 +D+Lr41 0.480 0.480 +D+5+1-1 1.280 1.280 +9+0.750Lr+0.750L41 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 dennis@vistastructu ral.com File=C.\Users\Dennis\Dropbox\VI STAS-1\VI STAJ-1\ENERCA-1\1955.ec6 Wood Bearn Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 . #:KW-06010523 9 Licensee:Vista St i' nginee ",,,LC Description 40A/BID:header at bedroom#3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.320 1.320 +D+0.60W+H 0.480 0.480 +D+0.70E+H 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.720 0.720 +D+0.750L+0.750S+0.450W+H 1.320 1.320 +D+0.750L+0.750S+0.5250E+H 1.320 1.320 +0.60D+0.60W+0.60H 0.288 0.288 +0.60D+0.70E+0.60H 0.288 0.288 D Only 0.480 0.480 Lr Only L Only 0.320 0.320 S Only 0.800 0.800 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Wood BeStn File=C\UserslDennis1Dropbox\VISTAS-11VISTAJ 11ENERCA 111955ec6 Software copyright ENERCALC,INC.1983 2018,Budd 1018 7;31 Lie.#,KW 4552 Description: 40D:headers above great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi 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 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 32.210pcf 0(1)1.(0.5).5a)S(1) D(0_18)L(0 12)S(0,3) 2-2x8 011 , Span=4.50 ft 9 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=12.0 ft Point Load: D=1.0, L=0.50, S=1.0 k @ 0.50 ft DESIGN SUMMARY Design O Maximum Bending Stress Ratio = 0.677. 1 Maximum Shear Stress Ratio = 0.352 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 840.38 psi fv:Actual = 72.91 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.774ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2123>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.045 in Ratio= 1190>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E41 1 0.0454 2.151 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.003 1.350 Overall MINimum 1.564 0.786 +D+H 1.294 0.516 +D+L+H 2.008 0.842 +D+Lr+H 1.294 0.516 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1WISTAJ-1\ENERCA-1\1955.ec6 Wood Beam Software copyright ENERCALC,INC. . , N1983-2018 Build:1018 7.31 } "-16013� . Licensee':Vista Structural En '� ��Lie Description: 40D:headers above great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.858 1.302 +D+0.750Lr+0.750L+1-1 1.830 0.760 +D+0.750L+0.750S+H 3.003 1.350 +D+0.60W+H 1.294 0.516 +D+0.70E+H 1.294 0.516 +D+0.750Lr+0.750L+0.450W+H 1.830 0.760 +D+0.750L+0.750S+0.450W+H 3.003 1.350 +0+0.750L+0.7505+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 dennis@vistastructural.com WOOd Beam HeC1Users\Denms\Dropbox\VISTAS 11VISTAJ 11ENERCA 11955ec6 Software copyright ENERCALC,INC.1983 2018 Build 1018 7 31 Description. 40D:header above left side of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 32.210pcf D(.0.9)L(9.6)S(1.5) 44, 2-2x8 , Span=3.250 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 __ _....._. 3.�- sign OK Maximum Bending Stress Ratio = 0.697 1 Maximum Shear Stress Ratio = 0,507 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 866.12 psi fv:Actual = 105.04 psi FB:Allowable = 1,242.O0psi 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+0.750S+0.5250E+H 1 0.0188 1.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.523 0.952 Overall MINimum 0.923 0.577 +D+H 0.554 0.346 +D+L+H 0.923 0.577 +0+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 4OA,4OB,4OD 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . wood Beare Software copyright ENERCALC,INC.1983-2018,Build:10.18 7 31 . #;MN46010523 ‘"Ir LiCenSee%Vista Structural Engineering,LIC Description: 40D:header above left side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.523 0.952 +D+0.60W+H 0.554 0.346 +D+0.70E+11 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.come Wood Beam File=C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 11ENERCA 1\1955ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 Lic.#:KW-06010523 Description: 40D:headers at front porch CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1.600.0 ksi Fc-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 0 D(0.06)1.(0.04)Sf0.1) 00 1 2-2x8 Span=6.50 ft ,., -.._ �..,, �.. ,,, Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=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 Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+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 Overall Maximum Deflections Load Combination Span Max.fl-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0437 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 File C.\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA-1\1955 ec6 Wood Beam Software copynght'ENERCALC INC 1983-2018 Build"10.18.7.31 Lic.#110A146010523 Licensee Vista StructuratEtigiiteari t.1.0,.. 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+1-1 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@�vlistastructural.com WOOD Beam File=ClUsers1Dennis\DrppboxIVISTAS-11VISTA3 11ENERCA 111955ec6 Lit, Wr46O10523 ' i Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 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 1,600.0ksi 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 PT:074/14)7411t)tis s z5:Lmm._._ Obfa.b9sj __...__ ,ff 3.1651LM.44) .. o I 2-2x6 Span=3.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0120 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft,(roof trusses) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Design OK 0.776 1 Maximum Shear Stress Ratio = 0.587 : 1 2-2x6 Section used for this span 2-2x6 fbi:Actual = 908.37 psi fv:Actual = 91.26 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.665ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 1950>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1156>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+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 dennis@vistastnictural.com File=C:\Users\Dennis\Dropbox\VISTAS-1WISTAJ-1\ENERCA-111955.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 ce; ,1111523 Licensee:Vista Structural Erigifialarktg,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 +D41 0.559 0.559 +D-4 1.375 1.375 +D+Lr+H 0.559 0.559 +D+S+H 0.768 0.768 +0+0.750Lr+0.750L41 1.171 1.171 +D+0.750L+0.750S+H 1.327 1.327 +0+0.60W41 0.559 0.559 +D+0.70E+H 0.559 0.559 +D+0.750Lr+0.750L+0.450W+H 1.171 1.171 +0+0.750L+0.750S+0.450W4I 1.327 1.327 +0+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 Beam File=C:Users)Dennis\Dropbox1VISTAS-11.VISTAJ-11ENERCA-111955.ec6 . Software copyright ENERCALC,INC.1983-2018,Budd 1018 7 31 LiC #t O 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 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.18)L(ol?)S(p) _ s D(0.1651 L(O.44) i : `- „3 Span=3.3301/ 3 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 = 0.94I 1 Maximum Shear Stress Ratio = 0.614 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fbi:Actual = 1,100.83psi 1,170.00psi +D+L+H fv:Actual = 110.59 psi FB:Allowable = Fv:Allowable = 180.00 psi Load Combination Load Combination +D+L+H Location of maximum on span = 1.665ft Location of maximum on span = 0 000ff 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 ectlon 0.045 in Ratio= 879>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0454 1.677 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.808 1.808 Overall MINimum 0.500 0.500 Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Fle C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 . Wood Beam Software copyright ENERCALC INC 1983-2018 Build:1018 7 31 . l3 .. . sta fit.Engineering,"LLC." Description: 40D:headers at powder room and kitchen walls Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.734 0.734 +.D,L+H 1.667 1.667 +D+Lr+H 0.734 0.734 +D+S+H 1.234 1.234 +D+0.750Lr+0.750L+H 1.434 1.434 +D+0.750L+0.750S+H 1.808 1.808 +D+0.60W+H 0.734 0.734 +D+0.70E+H 0.734 0.734 +D+0.750Lr+0.750L+0.450W+H 1.434 1.434 +D+0.750L+0.7505+0.450W+H 1.808 1.808 +D+0.750L+0.750S+0.5250E+H 1.808 1.808 +0.60D+0.60W+0.60H 0.441 0.441 +0.60D+0.70E+0.60H 0.441 0.441 D Only 0.734 0.734 Lr Only L Only 0.932 0.932 S Only 0.500 0.500 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@yistastructural.com wood Beam File=C 1UserslDennis\Dropbox1VISTAS-11VISTAJ-11ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 . , -6010 � _ .. `.,, • L\.,, > Licensee....Vista Struoturalng Description: 40D:header at first floor stair opening CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.4)L(0.27)8(0.68) D,0.096 v 7 v _ i 4t 2-2x6 Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120 ksf, Tributary Width=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 = p 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 +Di-0.750L+0.7505+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 +0+H 0.600 0.280 +D+{*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 File-C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Wood>Beam Software copyright ENERCALC,INC 1983-2018,Build:10.18 7 31 . i_ic $W 0523 .,,, nse a Vista Structural Engineering, 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+O.60W+H 0.600 0.280 +D+0.70E+H 0.600 0.280 +D+0.750Lr+0.750L+0.450W+H 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 Footing File C.\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983 2018 Budd 10 18 7 31 . Lit.#:KW-0601052 •' .. �� Licensee Engin 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 f c:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :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 pcf Increases based on footing Depth.... Soil Passive Sliding Resistance 250.0 P Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no Omit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing Distance Left of Column#1 = 18.0 ft Pedestal dimensions... As As Between Columns = 4.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 0.50 ft Col#1 Col#2 Bottom Bars 5.0 4 1.0 0.6093 inA2 Total Footing Length = 22.50 ft Sq.Dim. = 6.0 6.0 in Top Bars 5.0 4 1.0 0.6093 inA2 Height = in Bars Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.8889 inA2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.8415 inA2 Rebar Center to Concrete Edge @ Top = 3 in Bars Right of Col#2 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 in"2 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 a� g- . sJ` .c e s v„e,.-. Y2.6. N. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTA) 1\ENERCA 1\1955ec6 Combined Footing Software copyright ENERCALCINC 1983-2018 Build:1018731 . .: Description: Footing under garage door DESIGN SUMMARY Design 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+1.601-1 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+}{ 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+0.7503+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+1-1 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+0.750S+0.5250E+H 0.00 0.00 999.000 0.93 178.04 192.476 +0.60D+0.60W+0.60H 104.44 198.86 1.904 4.86 125.00 25.720 +0.60D+0.70E+0.60H 0.00 0,00 999.000 0.24 103.64 431.813 One Way Shear Punching Shear _ Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.96 psi 1.11 psi 164.32 psi 1.72 psi 1.84 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.78 psi 1.49 psi 164.32 psi 2.51 psi 2.60 psi +1.20D+1.60L+0.50S+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 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 File C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 . Combined Footing software copyright ENERCALC,INC.1983 2018,Build 1018 7:31 . K.06010523 »„ 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 @ Cot#2 +1.20D+1.60Lr-0.50W+1.60H 82.16 psi 11.81 psi 13.31 psi 164.32 psi 4.84 psi 4.78 psi +1.20D+0.50L+1.605+1.60H 82.16 psi 4.76 psi 2.47 psi 164.32 psi 4.38psi 4.46 psi +1.20D+1.605+0.50W+1.60H 82.16 psi 17.65 psi 16.56 psi 164.32 psi 10.37psi 10.50 psi +1.20D+1.605-0.50W+1.60H 82.16 psi 9.04 psi 11.96 psi 164.32 psi 2.25 psi 2.22 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 28.57 psi 29.65 psi 164.32 psi 14.41 psi 14.62 psi +1.20D+0.50Lr+0.50L-W+1.60H 82.16 psi 24.81 psi 27.40 psi 164.32 psi 10.83psi 10.82 psi +1.20D+0.50L+0.505+W+1.60H 82.16 psi 29.43 psi 30.07 psi 164.32 psi 15.22psi 15.42 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 23.95 psi 26.98 psi 164.32 psi 10.02psi 10.02 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 2.37 psi 1.29 psi 164.32 psi 2.12 psi 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+O.90H 82.16 psi 25.54 psi 27.81 psi 164.32 psi 11.52psi 11.53 psi +0.90D+E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 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 File=C\Users\Dennis\Dropbox\VISTAS-•1\VISTAJ-1\ENERCA-1\1955 ece . General Footing Software copyright ENERCALCINC 19832018,Buiid:1018731 ;:F! Structural Eri lneerin LLC.'. LIc,*.l�C3N-C#6fl10523 �.. .. ..� .. �� . ��. Licensee nsee:-yfstaSru � � �I' 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 f c: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 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.667 ft Length parallel to Z-Z Axis = 1.667 ft Footing Thickness = 8.0 in ems- .. Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... w. at Bottom of footing = 3.0 in it Reinforcing .,§, ' Bars parallel to X-X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis , Number of Bars = 2.0 2 1Iws 4 a, Reinforcing Bar Size = # 4 /,� ,,I Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x_x s.t.Lookonr.`z #Bars required within zone #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.9080 2.420 k OB:Overburden = _..... ksf M-xx = k-ft M-zz = k-ft V-x = kk V-z = Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Plan 40A,40B,40D Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645 0901 Project Descr:Tuckunder plans dennis@vistastructural.com GeneralOOtICl9 File C:1UserslDenniS\Dropbox1VISTAS-1\VISTAJ-11ENERCA-111955.ec6 . Softwarepy ght ENERCALC INC 1983-2018,Build 1018 7 31 . =X 601052 ` r copyright r3 ee Vista Structural En Description: Footings in crawl space DESIGN SUMMARY 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+O.50Lr+1.60L+1.60H PASS 0.1779 Z Flexure(-X) 0.6202 k-ft/ft 3.486 k-ft/ft +1.20D+O.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 1 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+}1 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+0.7505+0.5250E+H 1.50 n/a 0.0 1.077 1.077 n/a n/a 0.718 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2541 0.2541 n/a n/a 0.169 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2541 0.2541 n/a n/a 0.169 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.294 1.294 0.863 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4234 0.4234 0.282 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.077 1.077 0.718 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2541 0.2541 0.169 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2541 0.2541 0.169 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users 1Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-911955 ec6 General Footing Software copyright ENERCALC,INC.1983-2018,BuiId:10187 31 . Lie.#1 tsta StrUCtUrai Engineering,LLC Description: Footings in crawl space Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.1589 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.40D+1.60H 0.1589 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6202 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6202 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1362 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2875 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2875 -Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.605+0.50W+1.60H 0.1362 +Z Bottom 0.1728 Min Temp% 0.240 3.486 OK X-X,+1.20D+1.605+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+1.60H 0.1589 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 -X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6202 +X Bottom 0.1728 Min Temp% 0.240 3.486 OK Z-Z,+1.20D+1.60L+0.505+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+1.60Lr+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+1.605+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+0.20S+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 I +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:\UserslDennis\Dropbox1VISTAS-11VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 tic #: O52$, v • ', , F Limnos Structural En;Mooring,' Description: Footings in crawl spac One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 2.04 psi 2.04 psi 2.04 psi 2.04 psi 2.04 psi 82.16 psi 0.02 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 11.98 psi 164.32 psi 0.07291 OK +1.20D+0.50Lr+1.60L+1.60H 46.76 psi 164.32 psi 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 164.32psi 0.1319 OK +1.20D+1.60Lr+0.50W+1.60H 10.27 psi 164.32 psi 0.06249 OK +1.20D+0.50L+1.60S+1.60H 21.67 psi 164.32 psi 0.1319 OK +1.20D+1.605+0.50W+1.60H 10.27 psi 164.32psi 0.06249 OK +1.20D+0.50Lr+0.50L+W+1.60H 21.67 psi 164.32psi 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+0.205+E+1.60H 21.67 psi 164.32psi 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 1 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 File ri C\Users\Dennis\Dropbox\VISTAS-1\VISTA3-1\ENERCA-1\1955.ec6 . Combined Footing Software copyright ENERCALC,INC 1983-2018,Build:10187 31 . Lic' KIN-06010523 . . F.., .. Structural Engin# r 'rg, 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 fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Footing base depth below soil surface ft Increase Bearing By Footing Weight No Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pct 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 Sq.Dim. _ in 12 12 in Top Bars 3 4 0.60 0.3888 inA2 Total Footing Length = 23.50 ft ht Hei Bars Btwn Cols Footing Width = 1.50 ft g Bottom Bars 5.0 4 1.0 0.7950 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.3888 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.8124 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 z7 1. .. ..64" t -fit'_ zaa 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 C .bl it@CI Footing File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111955.ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018.7 31 Lis.#:KW-06O10823 : k < • 1 l Engineering, Description: Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY . 85i:.., 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 1 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+0.750L1+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+0.750S+0.5250E+H 10.40 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +0.60D+0.60W+0.60H 6.24 k 4.839 ft 0.00 ksf 0.40 ksf 1.50 ksf 0.267 +0.60D+0.70E+0.60H 6.24 k -0.000 ft 0.18 ksf 0.18 ksf 1.50 ksf 0.118 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+1-1 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+0.750S+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 3.41 106.91 31.365 77.91 121.03 1.553 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear` Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.23 psi 1.39 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60L+0.505+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.05 psi 1.19 psi 164.32 psi 0.04 psi 0.04 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 15.18 psi 9.84 psi 164.32 psi 3.22 psi 3.68 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645 0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS 1\VtSTAJ 1\ENERCA 1\1955 ec6 . Combined Footing Software copynght ENERCALC,INC 1983-201$Build:1018731 Lic.#.KW-1601052 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+1.60S+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 6.39psi 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+0.205+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 0.03psi 0.03 psi Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com Combined Footing File C\Users\DennislDropbox\VISTAS 11VISTAJ i\ENERCA 111955.ec6 Software copyright ENERCALC,INC.1983 2018,Build 10.18.7 31 Lis.if,:KW.461310823' '' -: ' - ,, Licensee:Vista Structural Engirieering,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 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 Sliding Resistance 250.0 pcf Increases based on footing Depth.... Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 1.0 Increases based on footing Width... Allowable pressure increaseer 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 = 1.50ft 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 Rebar Center to Concrete Edge @ Top = 3 in Bars Right of Col#2 Bottom Bars 5.0 4 1.0 0.9485 in"2 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(4-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 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:1Users\Dennis\Dropbox1VISTAS-1\VISTA)-1\ENERCA-1\1955.ec6 Combined Footing Software copyright ENERCALC,INC 1983-2018 BuiId:1018.731 . KW-011' 3 \'x . �., �e Vista Structural 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 01< 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+0.750S+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 0.10 psi 0.05 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 0.04 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09 psi 0.04 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 0.04 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 16.05 psi 11.57 psi 164.32 psi 3.42 psi 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 Combined FOOL. File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1955.ec6 . Software copyright ENERCALC INC 1983 2018 Build 10.18.7.31 Lie. KW-06010523"• ' .%. Licensee:Vista Structural *,ngti n i s C. 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+1.60S+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09 psi 0.04 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 16.05 psi 11.57 psi 164.32 psi 3.42psi 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 6.79psi 7.84 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 1.31 psi 1.43 psi 164.32 psi 0.09psi 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 0.06psi 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 Retaining Wall File=C:\users\Dennis\DropboxWVISTAS-1wISTAJ-1\ENERCA-111955.ecs I\ Software copyright ENERCALC,INC.1983 2018 Build:1018 7 31 . Lic.# 6010523 Licensee.Vista Structural;.Snail C Description: Plan 40:6retaining 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,BC 2012, CBC 2013,ASCE 7-10 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. 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 Lateral Load = 216.0 plf FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf Adjacent Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Live Load = 715.0 lbs po p Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 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 Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-I= 2,396.0 Soil Pressure Less Than Allowable Moment Allowable ft-I= 3,671.3 ACI Factored @ Toe = 3,554 psf Shear Actual psi= 14.0 ACI Factored @ Heel = 0 psf 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 psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= ....for 1.5:1 Stability = 65.9 lbs NG 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 Retaining Wall' File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1955.ec6 Software copynght ENERCALC,INC 1983 2018 Swld 1018 7.31 tic..#:�Y -06010533 s a . j. ng nsaiing,LLC 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 Key Width = 12.00 in Mu: Design = 506 1,901 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Distanceefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000si Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 ResistinglOverturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,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 Retaining Wall Software 1\ENERCA 1\1955ec6 -' Software copyright ENERCALC,INC 1983-2018.Build:1018 7 31 Lit..#:K' - 0523 \` ..... Licensee t ista,Si�uEngineering,.. 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 Lateral Load = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf J Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead 1.oad = 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 = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0.441 Soil Pressure @ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-I= 1,618.4 Soil Pressure Less Than Allowable Moment Allowable ft-I= 3,671.3 ACI Factored @ Toe = 2,298 psf Shear Actual psi= 11.1 ACI Factored @ Heel = 169 psf 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= 625 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 f c psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= ....for 1.5:1 Stability = 0.0 lbs OK 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 Retaining Wall File C\Users\Dennis\Dropbox\vlSTAS 1�VISTAd 1\ENERCA 111955ec6 E IC. W ©1f3 \ Software copyright ENERCALC,INC 1983-2018,Build 1018.7.31 ..:.. .., „� y:� ....�1,1cetlsee:Vista Structural Engineering,fir.: Description: Plan 40:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results 1 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 Width = 12.00 in Mu: Design = 879 514 ft-lb Key Key Width = 0.00 Actual 1-Way Shear = 10.55 10.54 psi Key Distance ce from Toe = 2.00 ift n Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb _ lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 ResistinglOverturning-Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: 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'\Users\Dennis\DropbENERCAS-1\VISTA) -2018,CA-111955ec1 Software •copyright ENERCALC INC 1983-2018 BwId:1018 7 31 Lic.#:KW-06010523 .. i ... Licensee`isstaStructand Engineed.,, Description: Plan 40:4'retaining wall without seismic load applied Criteria Soil Data I Calculations per ACI 318.11, ACI 530.11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf 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 Lateral Load = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 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 Design Data Soil Pressure @ Toe = 1,757 psf OK fb/FB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-I= 448.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 315.7 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 psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= ....for 1.5:1 Stability = 111.8 lbs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 1 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 IFile=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1955.ec6 Cantilevered Retaining Wall Software copyright ENERCALC,INC 1983 2018 Build 1018 7.31 . Lk.# ' 5 z `msVista Structural En ink 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 Key Width = 12.00 in Mu: Design = 257 207 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 ResistinglOverturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 1111.111 - 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=C1Users\Dennis\Dropbox\VISTAS=1\VISTAJ 1\ENERCA-1\1955ec6 Cantilevered Retaining Wall Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 . Lic.#:KW-06010523 ; . Licensee Vista Striteturai Engineering, 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. 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 Lateral Load = 96.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.0 lbs Concrete Data 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 t Cantilevered Retaining Wall Ale C1Users\Denn�s\Droptmx4VISTAS 11VISTA3 11ENERCA 1\1955.ec6 Software copyright ENERCALC,INC.1983-2018,Build 1018 7.31 Lk..#+ 06010.E as.Licensee sta Structural En t.Insetting,1.1.4 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 KeyMu: Design = 326 207 ft-lb KeWidth th == 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Y P 0.00 in Allow 1-Way Shear = 82.16 82.16 si Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft _ ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 411.7 O.T.M. = 784.1 Earth @ Stem Transitions = Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1955 ec6 Cantilevered Retaining Wall Software copyright ENERCALC,INC 1983-2018 Build:1018731 3 lowing*,LLC Description: Plan 40:2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pct 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 1 Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent FootingLoad = 0.0 lbs = Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK fb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable 3,000 psf Moment....Actual ft-I= 82.7 Soil Pressure Less Than Allowable Moment Allowable ft-I= 2,465.0 ACI Factored @ Toe = 1,963 psf Shear Actual psi= 1.3 ACI Factored @ Heel = 978 psf 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 Lap splice if below in= 6.00 Lateral Sliding Force = 112.2 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 238.0 lbs Concrete Data fc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= ....for 1.5:1 Stability = 0.0 lbs OK 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 Retaining Wall' File C1Users\oen s\DropboxlVISTAS 11VISTAJ-11ENERCA 111955ec6 , Software copyright ENERCALC INC 1983 2018 Bwld 1018.7.31 tic.# 6O1O� ..a y •....• .. .: Tisee:Vistre/En:neet3n 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 KeyWidth Mu: Design = 83 19 ft-lb = 12.00 in Actual 1-WayShear = 0.00 1.42 psi Key Depth = 0.00 in Key Distance from Toe = 2.00 ft Allow1-Way Shear =Reinforcing = None Spec'd 82.16 psi Toec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pd 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 = 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 ResistinglOvertuming Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plan 40A,40B,40D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1955 (971)645-0901 Project Descr:Tuckunder plans dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1955ec6 . Cantilevered Retaining VNall Software copyright ENERCALC INC.1983-2018,Butld1018731 . Lic.#;KW-O601O823 Engineering, Description: Plan 40:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530.11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf 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 1 Lateral Load = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 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 = OA 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 Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-I= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 88.2 lbs Lap splice if below in= 6.00 Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 238.0 lbs Concrete Data fc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= ....for 1.5:1 Stability = 0.0 lbs OK 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 Retaining Wali File-C:1UsersIDennis\Dropbox\VISTAS-1WISTAJ-1\ENERCA-1\1955.ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 Lic. -40153 moa ' Vista Structural Engineerin!,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 KeyMu: Design = 54 19 ft-lb KeWidth th =dth = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key DDetace from Toe = 2.00 ft 0.00 in Allow 1-Way Shear = 82.16 82.16 si 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 Total = Earth @ Stem Transitions = 88.2 O.T.M. = 84.3 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 5.70 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. lk USGS Design Maps Detailed Report rag 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 Si). 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 22-1E1] Ss = 1.025 g From Figure 22-2E2] 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 {(S Nor /Tic, 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 Fe Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss 0.25 SS = 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, Fe = 1.090 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period 5150.10 S, = 0.20 S1 = 0.30 S, = 0.40 Sl > 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 S1 = 0.447 g, F„ = 1.553 Equation (11.4-1): Sr4s = 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 = 2/ SMS = 2/ x 1.117 = 0.745 g Equation (11.4-4): SD1 = 2/3 SM1 = 2/ x 0.694 = 0.463 g Section 11.4.5 — Design Response Spectrum From Figure 22-12E3] TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<T2A=Sas(0A+0.6T/TO T95TT8:S.=S T <TSTL:S®=l/T } T>TL:S =Sar1TL/T2 a a } F 1 y } W } } $. f 3 i E } a } } 3 } } 3 i i } 3 } } 1 } O.1a . 0,521 1!X0 Pail.T"creta 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. 17'- •.9i t 51 9i � t S� 1 E F 4 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7E41 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 22-17E5] CRS = 0.898 From Figure 22-18E61 CRI = 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 Sos < 0.33g B B C 0.33g <_ Sos < 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 SDI I or iI III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.463 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Polygon Northwest Company Vista Structural Engineering, LLC Tuckunder Plan 40 7140 SW Queen Ln Beaverton, OR 97008 SEISMIC CALCULATIONS (PER ASCE7) (97l) i45-0901 #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 (=FaSs) IE 1.0 (Importance Factor) SM1 0.710 (=F„S1) R 6.5 (Response Modification Factor) SDS D1 (Seismic Design Class) SDs 0.761 (=2/3xSMs) SD1 0.473 (=2/3xSD1) CS 0.117 V 2317 lbs (=C5 x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15 psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf k C,X Fx(lbs) 0.7E(lbs) AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhx 2ND FLOOR 660 13200 18.5 244200 78.7% 1824 1277 1ST FLOOR 660 6600 10 66000 21.3% 493 345 k=1.0 TOTAL WEIGHT 19800 FX C„xV DIST. LOAD TO 2ND FLOOR: 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 pi 12;/12 Roof itch: 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 ft Least horizontal dimension, L 22 ft a=min 0.1L: 2.2 ft 0.4h: 12 ft but not less than: 0.04E 0 88,ft a ..:, 'ft 2a ft Roof/Floor Diaphragm Loadings,as referenced in attached hand calculations Job: Tuckunder Plan 40 Client: Polygon Northwest Company ASCE 7 WIND PRESSURES Pressure Zone Factored Pressure A 15.4 psf B 10.6 psf C 12.2 psf D 8.4 psf FRONT/REAR ELEVATIONS _ SIDE ELEVATIONS Loading H1(FT) Pressure Zone H2(FT) Pressure Zone ww i Loading H1(FT) Pressure Zone H2(FT) Pressure Zone wm,ai WA 4 A 12 B 188#/FT w1 4 A 6 B 125#/FT • we 4 C 12 D 150#/FT w2 4 C 12 D 150#/FT wc 9 A 139#/FT w3 9 A 139.#/FT WD 9 C 110#/FT w4 9 C 110#/FT WE 9.5 A 146#/FT w5 9.5 A 146#/FT WF 9.5 C 116#/FT Shear Reactions Second Floor I I First Floor I I Lower Level I R1 2023# R2 4270# R3 1831 # R4 2891 # • • R5 6308# R6 1824# R7 3369# R8 4942# R9 6820# RA 1879# RB 1879# , R0 3263# RD 3263# RE 4723# RF 4723# 1 \;4 yoe„,,,,„4,, (ir e 1 \% , 0 b'e-1 Ns_ vik //�� ®FF_CS2 __-FfAO-CS22® FF-CS2D ';';'' -5 i 2-c S-CENb t«�:,. ... -__ - i (2)2x6 ? j f f FTAO-CS18 10 C O FF-CS18 ;�—;" -x--- j 0 ` J J Ur 1 'I i �.FTAO-CS22 I (2)2x6 Iv e _ f s1 { FF-CS20 .. 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S n El \.4% 5 ✓.'x18'GLB FB I. � IrpIlli I� 2x\`�' FRAMING1 O24"O.C. 1 qv iC ` ' -- - J �� ,tain \``)�/ 'r - _ 1 LL y 73-5}'j" N I o� ke f. Pmg fh '�®� ase ;, ��1 r F711 1' (2)2x8 HDR I� 1' I ,' OPEN TO BELOW ‘ss I Q /� m L..........., 41 ® ! ! . 0. W (2) FPAD-0514 G (z)zxs ® f,, 1- ,,, c ?QL--ica M o?-- A'e4\15 4 Lour' P LtVEt ..., CjA (q ® (3)2x6— / \ ®LVL RIA (DF/O2'GLB FB -mDTO Al.BED - (3)2x6 1 2 ®++D-HUVS (DF/OF 24f-Y4) �r6)-HDae® J n(/ 1 (J}2x6 - 8 4 d ® u5 4311 ah HD-HDU5 _ 3 24 „a dEk ® GT ABOVE () NOV, HO-NOMENEV Ix1014LS / �(3)2x6 1 ABOVE! GT ABOVE I�(------- �, I _I ^fix 4 1 p. 14'FLOOR TRUSSES 0 76'O.C. 6x6 '1 TYP CAL 11 , 01 V � 41 y: ' HDUC fi sr. 5�.,' HDU8 �(3�,)2x6 CrQ-� J (3)2x6 TO LAUNDRY ' ® BATH �y �'%� }, -_____ , l/-- li 1 4 I TO MDR ,F S 3 2xy f P FOR o- -gyp //-'('�.� ��jJ a () SfAIR� n q FIXTURES �1u (AO / 1 j HO-ROO®'. HOUR PRAWI 1 e 0 54 SPAeE (3)2x6 I I I ® - FLOOR FRAMING ABOVE CRAWL SPACE- 4 II SEE FOUNDATION PLAN LW SHEET A6 • 1 1 I ® 1 I 411D i 1D-HDU2© 53_ —_—�Z HD-HDUZ� 91E C JVV��i� A-SLj I--10 '.&Duc v 1.(c6‘) cNoTt9 [piklik)(1) i ( i j)(tJP 7)FSCS()4-5: co \ t,...1(-6*) ip ‘4, e , i j,,,,--- pg,05V -CP SO f' i‘it G (2, J 4.;\, if( 101, J CCOr —_ __ _70P OF +� j _ PLATE ; 2 S ___...,=._ I "J� ?it� 2ND FIN. FLOOR Yl I.-,-"":.--.'"-- I. �' :•-•.L. 1 - M CI I kCvvMI ., L:ri.r: I r n J.- E _____ , 0 ._. . ...„....„ ,_ 1_ __ -0, ,• ,•. — BSMT FIN. �} -- r� -IL I_ —71 v` 0 Plan 40D REAR ELEVATION 1/8" = 1'-0" SGS « f ?, SSSS Cr /s.( 1 kl**4---- 12 ----1 ' el .4(I V /0.4° Z2-‘.P169 NriOr Ni ."...'....'s..'''' ,., -- -? 0 ,..„ Vp e,,4 ,z mp OF (( Tom}----✓it PL A 7 E (Qp , _ f tiiiii 'lit lc r - A-u. (ca.sr.72.v..491 09 44-)K------ „Mak.- -.,-----diiiiaii.e-z;Lia- — '' , P'. ir ' ' 1671i ■ ■ ill , :- — ... , I_ .,.. "A. 11 : MIN arceval . 2 El Fr ni I*!I!_._ ■ ■ � _ .°'� - -4-',g7,---- 1 Plan 40D FRONT ELEVATION ' Fp-i.6c01- _(MJF) i = PcCr C-- ?-I 0 ciiNAW,\ Fin> fv1C71101) k, v,ID R041-- Ei Egl /0 to 100tWfr El (2.Z _ / Fq .g .M. I____7 P,...e 11Pesti' I ir,q Al- 1 I fil Iiir" I : — ....._ 1,41,..* ---\\(..) ) P ct#7Pr - 0 _ _..._ GI II•71 6H=..Wi f•7-HT::„ . „--‘,-,-A,k(4-7-, - _....„ ......,"- d•=MN .,,F,•, • dimmee i'i', —im,".• .1,416 k- • 1 v„la.... H ____ i • .... __... .. ......_____ . _........_ __ __ ...... __=....._-----'I .............._ L .. . .......-.:= i • rz-tcne IN......"••• 1 Ciii'/ C Plan 40D SIDE ELEVATION t ,4< -i' 1/8" = 1'-0' -' . L4 t(0t•c,S vrT(kit) / ____71 1 1 _ ,. , re 0 .... .. ....„ . . ...,. . ... _.._. _:__.::__ _ _ ._ .__ __._ . . ,. • •. .. . _______ ...., .. •r ._ ..._. _ _. 11�i. • ..._ _id Plan 40D Lt111 SIDE ELEVATION . 1/8" = 1'-O" PROJ: /} 4° B, - DATE: V I S T A PROD#: 6 -- STRUCTURAL ENGR: ENGINEERING , LLC _ 2 ,~ llQ .:2z�O .(. fl_ 1431# sf r -- - --- -. -,-_. - .. -. -- . ---- 45 . 5 'Is Hgtcq r . . . _. - - e ' ? 1.(A70#-- -OPP9 r tt S1 cam I i. . <<� - / Q 50 + 537 t 11p1/F.r N 3. �-t. = ._T 3 51ES. GBPS _�..3 . _ 1(.! �- 1~z_= 573:P :_=./ . __ 99 � ��--_ . . _ . . �, .. PROJ: DATE: VISTA PROD# - STRUCTURAL ENGR: IFIA? �7 s L L C • 6060. aft 4 - ,ass -. v • .coo S.,_ ; Gp ?2-- lot? *TrkS4aSi- 4,1i/ .11k Lif) C. .. i t ._. ' L- )1,4-"H,4? PROD: (� 1104( 6, / . DATE: V I S T A PROJ#: /11411 0 lociiiti - STRUEECTU7!RAL - ENGR: g P 3ik .41Ca . ''- a • .' CO ' :: : ._ P - _-- J ,, ---ff .:.H.to I - i „ilt.4. 1 4 ' 1 ; ! ! it :i ! i 1.- i : 1 : It :12::( fl-i:44:i ; , : : i RE:15! 4-,,,--:--- • f44,-‘,-1 . : f ; I 1 - 1 ”- _ _ - 0 )( '. ‘ -. ..?,;-- , ; ' - , : ; 3.)(717.4 . .: 7,-.05.,L---,:------- .- I k •, - e --- . -4.&*4.-- - . -- •-• _ —1 '-74-. , _-. -_,--- - ; - •ri - - -..- :: : , x-t y -=-• (c 2 r� !p•C1F?r- '`� *„. 4,Z x(�F7' � �..;-- lel k __ (.1 oe# t '-i-. 1` a'r'c 3,cF ?([.Eo •_. l fi = c -' . . 2 � . - s x2- z , 2,1.pr kr- ..t_rte.. ' ti--: 4- --c,- or- SS S ......_.- o5c J t piteLiodj I ocL`v'14-i .1-S • 4 c(f'-tk _ . 1 . .5l PROJ: Li all, DATE: • V I S T A PROJ#: et (44#111) STRUEECIT,URAL — CENGR: s .. .. z '71. 7 ro* THITT. t ' tT . t4is : ' ill 1110- ',01.37#/rr , Ljgct,j,„4 ->" G42.4se-0,11 Wie4rhCOV �,,15 ? 6 o4L Uh .44 �q -_ l3?. /r x22fr 3V?6 : .. . ... .. . . . ..... / 4-1) PirPoti: orW DIAPt-V-Grk A44 cid GP PRO.): DATE: / V S T A PRO.)#: titsENEU STRECTURG AL — ENGR: e o 'D l fork I _ t.J.tr. I Pr (A!fNa .4041j _ Wry — - I :1' i-- SFaSnn. ' o : - Z` r(; iv . f 5 I ,tc, Ly4C- Av s #G7� �N_4 ;�! =°°F : _ Zoe 411172t446.i) 11-40Y- 1^-11 :Bet /40,-S!-S! to•,c:2C' _,_rr_E)404: . ___Q .tzL"0-C t ._Tit& .tPi, L-D; Vow TO PLA /�I fr1-- (f) 5i pSo4.- �- �q '' �1�''�-C PROJ: ao DATE: PROJ#: I S T A )Lt1 — STRUCTURAL - - rg 11'0 E N G R: I I L P� CACC41trg -'J P pt 9 ( !1so • • d � . Tugs - r • 464i IAA • -_ 1WAG /8 T��nrG¢Ic.. !_- rte ;. . •.i1/a: O•r X/,4.1 .5 • R JI v Q 1f._.�/ [_els f ._ Force Transfer Method Job: Plan 40A,B,D 5 6 7 6 Client: Polygon Northwest Company �r. .-m-•_. 1 Area of house: Line 2,2nd floor WIND/SEISMIC FORCE Lateral Force 2248# Wind Force(1)or Seismic Force(2): 1 A 0 F Maximum H/W Pier ratio: 3.5 :1 Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 1 ft Height 2-3 3.5 ft Height 3-4 3.5 ft l Length 5-6 4 ft jJ Length 6-7 6 ft FORCE \ / V Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 817# STRAP 6 OPENING OPENING G Shear at bottom of panel: 102#Ift / \ / \ WIDTHS OK HEIGHTS OK 1I/ H/W RATIO OF WALL PIERS OK B&G Horizontal: V= 140.5#/ft D&E Vertical: v= 181.7#/ft __ ... �... ......._...- Forces at points 2-6,2-7,3-6 and 3-7: 1090# Forces zero out at points 2-5&2-8: Vzs to 2-6= 272.5#/ft vz-no z-e= 90.8#/ft C E H A&C Horizontal: v= 132.0#/ft F&H Horizontal: v= -49.7,#/ft i Vertical Force @ Point 2-6: F= -50# 4 Vertical Force @ Point 3-6: F= -541 # t A 1 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1090# FORCE FORCE Strap required for horizontal force transfer: Simpson CS18 Fl End length required: 11 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches WI Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7-inch end length Number of 16d nails required©16"o.c.at bottom plate for shear 2 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company .0 0. 1 Area of house: Line 5,2nd floor WIND/SEISMIC FORCE Lateral Force 4573# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A i 0 1 � Overall Wall Height 8 ft Overall Wall Width 22 ft Height 1-2 5.5 ft Height 2-3 2.5 ft ____ Height 3-4 0 ft Length 5-6 3.75 ft Length 6-7 2 ft FORCE . N / \ / Length 7-8 16.25 ft TRANSFER WINDOW/DOOR WINDOW/DBOOR. Vertical reactions at bottom corners: 1663# STRAP 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 I / D&E Vertical: v= 302.3#/ft 3 m_____ Forces at points 2-6,2-7,3-6 and 3-7: 605# Forces zero out at points 2-5&2-8: V2-6 to 2a= 161.3#/ft V2-2 to 2-e= 37.2#/ft C { E 9 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 @ Point 3-6: F= -2605# d i !UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 605# FORCE FORCE Strap required for horizontal force transfer: Simpson CS22 End length required: 7 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 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 �,......._...........� 1 Area of house: Line A,2nd floor WIND/SEISMIC FORCE Lateral Force 1969# Wind Force(1)or Seismic Force(2): 1 A 0 F Maximum H/W Pier ratio: 3.5 :1 Overall Wall Height 8 ft I � Overall Wall Width 15 ft Height 1-2 1 ft 2 - !" 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 W / DTHS OK HEIGHTS OK /I H/W RATIO OF WALL PIERS OK ff/ \ , B&G Horizontal: V= 157.5#/ft - D&E Vertical: V v= 262.5#/ft 3 — mm Forces at points 2-6,2-7,3-6 and 3-7: 656# Forces zero out at points 2-5&2-8: V2.6 to 2-6= 218.8#/ft vzatoz-a= 69.1 #/ft C E H A&C Horizontal: v= 61.3#/ft F&H Horizontal: v= -88.4#/ft i I Vertical Force @ Point 2-6: F= -201 # 4 I Vertical Force @ Point 3-6: F= -831 # 4 4 UPI IF i/COME RESSION UPLIFT/COMPRESSION' Horizontal Force at top and bottom of windows= 656# I 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 , a Area of house: Line B,2nd floor WIND/SEISMIC I I Lateral Force 1969# FORCE I Wind Force(1)or Seismic Force(2): 1 I I Maximum H/W Pier ratio: 3.5 :1 A I F I 1 Overall Wall Height 8 ft i Overall Wall Width 19 ft I Height 1-2 1 ft 2 Height 2-3 5 ft s Height 3-4 2 ft / \ I/ Length 5-6 3.5 ft , / Length 6-7 4 ft FORCE F/.J Length 7-8 11.5 ft TRANSFER WINDOW/DOOR WINDOWIDOOR. Vertical reactions at bottom corners: 829# STRAP B OPENING OPENING G Shear at bottom of panel: 104#/ft WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK / \ / \ B&G Horizontal: v= 131.3#/ft D&E Vertical: v= 276.4#/ft 3 __, ._ .,°� ,,._.,.,,,,,,,,,__ Forces at points 2-6,2-7,3-6 and 3-7: 1105# Forces zero out at points 2-5&2-8: V2-510 2-6= 315.8#/ft I . E H 96.1 #/ft C V2-7 to 2-8= { 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 IUPLIFT/CON1PRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1105# 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 CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 2 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company ,4.. __...0, 1 t Area of house: Line 1,1st floor WIND/SEISMIC FORCE i Lateral Force 1931 # Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A i `) F Overall Wall Height 10 ft Overall Wall Width 22 ft , Height 1-2 2 ft 2 J mm Height 2-3 5 ft f P Height3-4 3 ft L1� Lengthth 5-6 4 ft t/f Length 6-7 6 ft FORCE Length 7-8 12 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 878# STRAP B G Shear at bottom of panel: 88#/ft OPENING NTNG WIDTHS OK HEIGHTS OK /f H/W RATIO OF WALL PIERS OK / // B&G Horizontal: v= 120.7#/ft \ \ / \ D&E Vertical: v= 175.5#18 3 umpo Forces at points 2-6,2-7,3-6 and 3-7: 1053# i 1 1 Forces zero out at points 2-5&2-8: v2-6 to 2-8= 263.3#/ft 87.8#/ft C v24 t02-8= E H I I li A&C Horizontal: v= 142.6,#/ft F&H Horizontal: v= -32.9#/ft i I Vertical Force @ Point 2-6: F= -66# 4 i I Vertical Force @ Point 3-6: F= -669# t 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION' Horizontal Force at top and bottom of windows= 1053# FORCE FORCE Strap required for horizontal force transfer: Simpson CS18 End length required: 11 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches WI 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# ..„4,r x"''1° Number of Panels in Shear Wall Line 1 Wind Force W or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5•1 yrerr # �#Sos 0.733 -SH'ATC•tiNG3'tE9LiFf DaY &'G# /1/0,0010�+Overall Wall Height 10 ft 00 Minimum Allowable Panel Width 2.857143 ft 1 # - Total Panel Width in Shear Wall Line 8.5 ft 00� ; 0 Aspect Ratio OK. YES Uniform Wall Self Weight 150#/ft r Panel Shear 354#/ft 00 ;- 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 NDL.D•DOWN STRAP REQUIRED—»-... Panel 1 Width 8.50 ft a .oeai a v ti as t�tacAs > Panel 1 Roof&Floor Dead Load 0#/ft Mo 30120 ft-# M, 317 ft-# Tension force: 3506# k 9 ANCHOR AND HOLD-DOWN REQUIRED RV DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 5396# Number of Panels in Shear Wall Line 1 s is xmir o r -------•- r Wind Force(1)or Seismic Force(2): 1 V/!� r 0 0 N Maximum HNV Pier ratio: 3.5:1 G4P ,' :EATHING REQUIREDBYBESGS en 1 1. OS g 0.733 Overall Wall Height 10 ft 041,1/00// 0 d0 �� Minimum Allowable Panel Width 2.857143 ft Total Panel Width in Shear Wall Line 9.5 ft e" Aspect Ratio OK? YES 1 Uniform Wall Self Weight 150 Mt w Panel Shear 568#/ft y* Total Length of Shear Wall Line 9.50 ft t Required bottom plate size: (2)2x Bottom Plate Required sheathing: 7/16-inch APA-Rated w/8d @ 3&12 HDLD.DO WN STRAP REQUIRED Panel 1 Width 9.50 ft sY OSSI iN(i Hari ICAS Ek "",^.--y, Panel 1 Roof&Floor Dead Load 0#/ft Mo 53960 ft-# Mr 354 ft-# �. Tension force: 5643# r— .L ANCHOR AND HOLD-DOWN REQUIRED SY DESIGN Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company -ci,......... .....c. 1 .v Area of house: Line 6,1st floor WIND/SEISMIC i t FORCE B Lateral Force 1042.5# l g Wind Force(1)or Seismic Force(2): 1 i i Maximum H/W Pier ratio: 3.5 :1 A i 0 g P 1 i Overall Wall Height 10 ft r I Overall Wall Width 16 ft ? Height 1-2 2 ft 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/DOOR Vertical reactions at bottom corners: 652# STRAP-- -- g OPENING OPENING G Shear at bottom of panel: 65#/ft WDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK / \ B&G Horizontal: v= 169.5#/ft \ \ D&E Vertical: v= 162.9#/ft 3 m______k- /.. Forces at points 2-6,2-7,3-6 and 3-7: 1710# Forces zero out at points 2-5&2-8: V2-5 to 2-6= 621.9#/ft v2a to 2-8= 621.9#/ft C E H A&C Horizontal: v= 432.4#/ft I F&H Horizontal: v= 432.4#/ft s i Vertical Force©Point 2-6: F= 539# 4 1 Vertical Force @ Point 3-6: F= -598# A A !UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 1710# i FORCE FORCE Strap required for horizontal force transfer: Simpson CS14 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 WI SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches wI Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear, 2 Force Transfer Method Job: Plan 40A,B,D 5 6 7 8 Client: Polygon Northwest Company .._.............._ 1 Area of house: Line A,1st floor WIND/SEISMIC 1 FORCE i Lateral Force 4243# t Wind Force(1)or Seismic Force(2): 1 jA D Maximum HAN Pier ratio: 3.5:1 I j t I Overall Wall Height 10 ft r Overall Wall Width 15 ft Height 1-2 2.5 ft 2 ./ Height 2-3 3.5 ft //// Height 3-4 4 ft Length 5-6 5.5 ft Length 6-7 3 ft FORCE / /` Length 7-8 6.5 ft TRANSFER Weight of wall 12 psf BTRAP--- a WINDOW/DOOR WINDOW/000R Dead load on top of wall 275#/ft OPENi /OPENING Vertical reactions at bottom corners*: -134# / 1 Shear at bottom of panel: 283#/ft �f 0 WIDTHS OK HEIGHTS OK \ / \ H/W RATIO OF WALL PIERS OK *A negative value denotes a downward force and,thus,no hold-down req'd 3 - -- -. B&G Horizontal: v= 353.6#/ft D&E Vertical: v= -20.6#Ift Forces at points 2-6,2-7,3-6 and 3-7: -62# Forces zero out at points 2-5&2-8: C j E H V2-5 to 2-8_ -11.2#/ft v2.7102-5= -9.5#/ft A&C Horizontal: v= -364.8 Mt F&H Horizontal: v= -363.1 #/ft 4 d Vertical Force©Point 2-6: F= -861 # UPLIFT/COMPRESSION UPLIFT/COMPRESSION Vertical Force @ Point 3-6: F= -2098# FORCE FORCE Horizontal Force at top and bottom of windows= -62# Strap required for horizontal force transfer: Simpson CS22 End length required: 7 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 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 8 7 8 Client: Polygon Northwest Company Area of house: Line B,1st floor WIND/SEISMIC 4243# FORCE Lateral Force Wind Force(1)or Seismic Force(2): 1 I Maximum H/W Pier ratio: 3.5:1 A 1 D i F t Overall Wall Height 10 ft k Overall Wall Width 19 ft Height 1-2 1 ft Height 2-3 4 ft 2 _ ! =–r — --t --- / : / Height 3-4 5 ft j Length 5-6 7.25 ft 7t/ Length 6-7 7 ft FORCE i Length 7-8 4.75 ft TRANSFER f Weight of wall 12 psf STRAP,.....-, B-, WINDOW/DOOR WINDOW/DOOR C Dead load applied at top of wall 275 MtOPENING OPENING Vertical reactions at bottom corners*: -1519# Shear at bottom of panel: 223#/ft WIDTHS OK HEIGHTS OK / \ H/W RATIO OF WALL PIERS OK / \ ./ \ *A negative value denotes a downward force and,thus,no hold-down req'd 3 ___ ,._s_._. ._ .__ 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# f j Forces zero out at points 2-5&2-8: C k � H V2-5 to 2-6= 244.5#lft v2a to2-8= -373.2#/ft A&C Horizontal: v= -598.1 #/ft F&H Horizontal: v= -726.8#/ft 4 -- Vertical Force @ Point 2-6: F= -345# I 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 ...4' i sats. Lateral Force 4730# Number of Panels in Shear Wall Line 1 g£1s4 CAYrNo r Wind Force(1)or Seismic Force(2): 1 ;1IØJI4L41 Mm2.6457 ft TinShine 138 " Uniform Wall Self Weightk$ `' Panel Shear 591#/ft 11, Total Length of Shear Wall Line 8.00 ft ys Required bottom plate size: (2)2x Bottom Plate Required sheath7ag6-inchAPA-Rated Both Faces w/8d @ 4&12 HOi i5'DOWN STRAP REQUIRED Panel 1 Width 8.00 ft BY DEVON(IFwra at � ----T-- Panel 1 Roof&Floor Dead Load 165#/ft Ma 43752.5 ft-# M, 604 ft-# Tension force: 5394# Af RANO tIQLD4SOW k RFOU(RFO aY DESIGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 1,Floor FDN Lateral Force 3454# PAM k k Q I j4" Number of Panels in Shear Wall Line 1 sEtsxn wct -,_ -, Wind Force(1)or Seismic Force(2): 1 ,//� Maximum H/W Pier ratio: 3.5:1 0$ %J //Id $i Sos 0.733 SHEATHING REMISES BY DESIGN 0%Overall Wall Height 9.25 ft ��Minimum Allowable Panel Width 2.642857 ftTotal Panel Width in Shear Wall Line 4 ft 4 j$01Xi Aspect Ratio OK? YES A Uniform Walt Self Weight 138.75#/ft Or t Panel Shear 864#/ft 0# Total Length of Shear Wall Line 4.00 ft Itr Required bottom plate size: (2)2x Bottom Plate Required sheatllM -inch APA-Rated Both Faces w/8d @ 3&12 HOLDDOWtm STRAP REQUIRED—--- EN DESIGN IIE APPLICA&LE) I Panel 1 Width 4.00 ft 1 Panel 1 Roof&Floor Dead Load 165#/ft M. 31949.5 ft-# M, 302 ft-# '', Tension force: 7912# ir.1____ li 11 1 r [ 4 REQUIRED BY DES3GN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor FDN ,y u/NU.b'�r„�7,'a Lateral Force 2030# di Number of Panels in Shear Wall Line 1 SetShMCnwiao F zc .. .. Wind Force(1)or Seismic Force(2): 1 f.# V f # 0 # Maximum H/W Pier ratio: 3.5:1 t( SH ATTANG REQUIRED aY DESIGN—, C ://6:4:11:1!�$ �`/// SDS 0.733A� # Overall Wall Height 9.25 ft #,f# i Minimum Allowable Panel Width 2.642857 ft oop f Total Panel Width in Shear Wall Line 8.5 ft ( j .,./ ///. Aspect Ratio OK? YES rr0 Uniform Wall Self Weight 138.75#/ft Panel Shear 239#Ift #i Plus shear from panel above 354#/ft Total Panel Shear 593#/ft Total Length of Shear Wall Line 8.50 ft Required bottom plate size: (2)2x Bottom Plate HOTOZOWN STRAP REQSJIRED--w.... � Required sheathing: 7/16-inch APA-Rated w/8d©3&12 8YD6:ssGN or APPLeC46:E} "`-- Panel 1 Width 8.50 ft w .... Panel 1 Roof&Floor Dead Load 0#/ft M, 18777.5 ft-# M, 293 ft-# Tension force: 2175# Add Tension force from panel directly above: 3506# Total tension force: 5681# I F 1 r MOTOR AND HOLD-DOWN RECURRED aY DESiGN Segmental Shear Wall Job: Plan 40A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor FDN I'Lateral Force 507.5# Number of Panels in Shear Wall Line 1 SEISI a:,twND Fes___ ;. Wind Force(1)or Seismic Force(2): 1 04 ,/� Maximum HM/Pier ratio: 3.5:1 0 y SDs 0.733 SHEATHING REQUIRED!BY()MON--. A/// Overall Wall Height 9.25 ft /0,4 Minimum Allowable Panel Width 2.642657 ft Total Panel Width in Shear Wall Line 9.5 ft 00, 0 0/1 Aspect Ratio OK? YES Uniform Wall Self Weight 138.75#/ft l0 M Panel Shear 53#/ft 4 6 Plus shear from panel above 696#/ft ` Total Panel Shear 749#/ft 00 Total Length of Shear Wall Line 9.50 ft Required bottom plate size: (2)2x Bottom Plate HOL0.00WEI STRAP REQUIREO 11 Required sheathing: 7/16-inch APA-Rated w/Bd @ 2&12 L rlrsIce BF dW�'CAS E} Panel 1 Width 9.50 ftirl------. Panel 1 Roof&Floor Dead Load 0 /ftMo 4694.375 ft-## Fr-- M, 328 ft-# Tension force: 460# Add Tension force from panel directly above: 5643# Total tension force: 6103# 0 ir . tIL ANCHOR MO ai0LEI-DOWN REBO RE©c a DEMON 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 PAAY 2016,11'59AM Wood Beam File C\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC INC 1983 2016 Build 616.4.15,Ver.6.16.4.15 Lk.#:KW-06010523 � ' a Description: Deck support beam(worst case-18'x10'deck) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi 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(0.0550 L(0.220) It ♦ + i 7 ; 4x8 4x8 Span=1.0 ft Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 fl DESIGN SUMMARY sign 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 l Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection j 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 C d C FN C i C r Cm C t CI_ M tb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L41 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+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 0.009 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 MAY2016,11 59A Wood BeamFile C:\Userr\Dennis\QD\ENERCA 111150.ec6 ENERCALC,INC.1983-2016,Build 616.4.15 Ver 6.16 4 15 Lie. i KW-060152 ... ... ` ... ,, '-',2;-''.• e:Vista Stnicturat Engineering,: L=C Description: Deck support beam(worst case 18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.038 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1143.68 0.77 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +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-0.60W+4-f 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+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 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750Lr-0.750L-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S+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+0.7505-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+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 +D+0.750L+0.7505-0.5250E+4 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 MAY 2016,11'59AM File=C:\Users\Dennis\OD\ENERCA-1\1150.ec6 Wood Bearn a ENERCALC INC.1983-2016,Build:6164,15,Ver:6 16.4.15 Lic.#z KW- 6010523 •.,i• Structural Engineering Lie Description: Deck support beam(worst case-18'x10'deck) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+5+H 0.278 0.217 +43+0.750Lr+0.750L41 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+11 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 2:2 7 P M WOO.. Beam File C:\Users\Dennis\OD\ENERCA 1\1150ec6 ENERCALC,INC 19832016,Build:616415 Ver616415 Lic.#::KM/46O1 C 523 tib,? • h C 3 f ;, :� ., Licensee.: '.., StivCtutai Ent ineeringt Lt Description: DECK JOIST SUPPORTING STAIRS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 i i * ♦ i D(0.01)L(0.04) D(0.01 L(0.04)* $ $ $ * $ $ i X K Is i X 2-2x8 2-2x8 Span=9.0 ft Span=l.011 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 fl Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi 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 C i Cr C m C t C L M fl) F'b V fv F'v +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 +3 44j 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+1.1+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 File=C\Users\Dennis\OD\ENERCA--1\1150.ec6 VVood Beam ENERCALC,INC.1983 2016,Build`.6.16.4.15,Vet 6.16.4.15 tic. :KW-06010523 Licensee:Vista StructurakEtuineering,LIC Description DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb F'b V iv 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 +0+5+-I 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +D+0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.60W41 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+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-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 +0+0.750L+0.7505+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0+0.750L+0.750S-0.5250E+11 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 +D+L+H 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 Printe0.10 MA,2010 2 27P Wood Beam ENERCALC, =C.\Users\Dennis\OD\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016.Build:6.16,4.15,Ver 6.16.4.15 0 0523\ i ;. a,. • 'Licensee Vista\ Structuralnering,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+S+H 0.124 0.156 +D+0.750Lri0.750L41 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 +Di0.750Lr+0.750L+0.450W41 0.498 0.622 +D+0.750L+0.7508+0.450W+H 0.498 0.622 +D+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 51PM Wood Beam File=C:\Users\Dennis10D\ENERCA-1\1150.ec6 ENERCALC,INC.1983-2016,Build:6.16 4.15,Ver:616 4.15 i #:KW-06010523 .. . �� iLicenn Vista ttui€rahEngine$ring,LLC Description: DECK STAIR STRINGERS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase i 0(0.0151 L(0.06) x 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 = 0.886 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi 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 = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +D+L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +D+Lr+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +D+5+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+0.7505+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 40A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(40 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,251PM Wood Beam File=C:\Users\Dennis\OD\ENERCA-1\1150ec6 ENERCALC,INC.1983 2016,Budd.616 4 15 Ver 6 16.4 15 Lie.#:KW-06010523 � \ • Licensee Vista StructuralMngi wing 0 Description: DECK STAIR STRINGERS 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+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E--H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 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-0.450W+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 +0+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 +0+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+0.7505+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.750S-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4730 5.878 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S+H 0.350 0.350 +D+O.60W+1-1 0.088 0.088 +D+0.70E+H 0.088 0.088 +0+0.750Lr+0.750L+0.450W41 0.350 0.350 +D+0.750L+0.750S+0.450W+H 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 SL I 0 DL I 0 AREA 0 DECK LL 40 DL 10IAREA I 180 Effective Seismic Weight,W W ( 1800 lbs Ss 0.962 Si 0.411 Fa 1.115 Fs, 1.589 SMS 1.073 SM1 0.653 DESIGN SPECTRAL RESPONSE SDs 0.715SDI 0.435 Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: Da Period,Ta(seconds) 0.1 Cs 0,110 V 198', Weight,W(lbs) h,,(ft) Wxhxk C„„ Fx(lbs) 0.7E(lbs) Roof 0 0 0 0.000 0 0 Deck 1800 4 7200 1.000 198 139 k=1.0 Total 198 1 PROJ: Pka 60 - t o-- r rr DAT �Z�� c� IST A PROD#. .`* rls� � --- 5_T R U C T U R A L -- ENGR: DMHEIVOINEERING .. • 1 � r ;. t r . P Czm.V.TissHxk *DI/Ar4441_, : i , : _....H-re-'01 AS 1171,..',6r* :. I ! iT - 41,4:,- i '; i' : :HL - ; , ; i� iT% /� / f ii..... iii T �.-- r /S. . . .. -7 .. ?.... . 7.7.7.7.7.____,___- ,„ . . : ,.c47_.,. (,8,... 73A.4. -:- ._ J.---1 :,i /1.3 .0 . .. • fir- Cof�l " Phi's tWWrc� 14 s!' (.) l eZ4114M14 2I4 .. _ . . j. .. - _ : -it i "Q t #A4 i -___`�.._.__ f .._... -. __ .•._..._. .... i1 . .. . . .... d , ; = 1,3c -1- r,/ 4 ,E. S • •• } .