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Specifications l U �07 4crivpp JAN42016 Calculation Pack tvlji)111�410A, 10307 SW 87th Ave . Tigard, Oregon January 11, 2016 Client : Moon Creek Homes., Inc . PR 4�Ap �l CIREGM 1/11/2016 [EMRM eM14 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: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed:11 JAN 2016.12:5';PM File=C:Hlsm DennislODENERCA-111371 eol Wood Beam ENERCALC,INC.19834015,Build:6.1512.9,Ver:6.15:12.t 0.0Engineering, Description: (N)BEAM BETWEEN KITCHEN AND LIVING 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-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 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 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ...... .. ......... ......... . ....... ..... D 0.144 L 0.48 5.5x13.5 Span=16.0ft _Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.591111 Maximum Shear Stress Ratio = 0.328 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,434.29 psi fv:Actual = 86.86 psi FB:Allowable 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span = 14.891 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.351 in Ratio= 547 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.456 in Ratio= 421 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.153 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.61 330.99 2160.00 0.99 20.05 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.598 0.328 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.97 1,434.29 2400.00 4.30 86.86 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.110 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.61 330.99 3000.00 0.99 20.05 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.120 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.61 330.99 2760.00 0.99 20.05 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.386 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.13 1,158.46 3000.00 3.47 70.16 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.420 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.13 1,158.46 2760.00 3.47 70.16 304.75 Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Protect Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed:1`;JAN 2016.12:5'PM File=c:Wsers\Dennis\OD\ENERCA-1\1371.eeB Wood Beam ENERCALC,INC.1983-2015,BuiM:6.15.12.9,Ver.6♦15.12.E KW-06010523 Licensee:Vista Structural Engineering,ILLC Description: (N)BEAM BETWEEN KITCHEN AND LIVING ROOM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 It 1 0.086 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.61 330.99 3840.00 0.99 20.05 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.086 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.61 330.99 3840.00 0.99 20.05 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 It 1 0.302 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.13 1,158.46 3840.00 3.47 70.16 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.302 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.13 1,158.46 3840.00 3.47 70.16 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.302 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.13 1,158.46 3840.00 3.47 70.16 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 It 1 0.052 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.76 198.59 3840.00 0.60 12.03 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.052 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.76 198.59 3840.00 0.60 12.03 424.00 Overall Maximum Deflections _ Load Combination Span Max.""Def! Location in Span Load Combination Max."+"Defl Location in Span +fl+L+H 1 0.4560 8.058 0.0000 0.000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.992 4.992 Overall MINimum 0.691 0.691 +D+H 1.152 1.152 +D+L+H 4.992 4.992 +D+Lr+H 1.152 1.152 +D+S+H 1.152 1.152 +D+0.750Lr+0.750L+H 4.032 4.032 +D+0.750L+0.750S+H 4.032 4.032 +D+0.60W+H 1.152 1.152 +D+0.70E+H 1.152 1.152 +D+0.750Lr+0.750L+0.450W+H 4.032 4.032 +D+0.750L+0.750S+0.450W+H 4.032 4.032 +D+0.750L+0.750S+0.5250E+H 4.032 4.032 +0.60D+0.60W+0.60H 0.691 0.691 +0.60D+0.70E+0.60H 0.691 0.691 D Only 1.152 1.152 Lr Only L Only 3.840 3.840 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed 11 JAN 2016.12:57PM File=c:Wwm0enni 00f_NERCA-111371.ec6 Wood Beam File INC.1902015,lBudd:6.15 112.9,Ver.&.15.12. KW-06010623 Licensee:Vista Structural Engineering, LLC Description: (E)4X12 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-Tension 900.0 psi E:Modulus ofEtasticity Load Combination ASCE7-10 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-torsion buckling D 0.09 L 0.241 402 Span=10.0 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 DESIGN SUMMARY :Maximum Bending Stress Ratio = 0.677. 1 Maximum Shear Stress Ratio = 0.285 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 670.48 psi fv:Actual = 51.39 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 = 5.000ft 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 0.082 in Ratio= 1467 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.112 in Ratio= 1067 Max Upward Total Deflection 0.000 in Ratio= 0 <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 Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.205 0.087 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.13 182.86 891.00 0.37 14.01 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.677 0.285 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.13 670.48 990.00 1.35 51.39 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.148 0.062 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.13 182.86 1237.50 0.37 14.01 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.161 0.068 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.13 182.86 1138.50 0.37 14.01 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.443 0.187 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.38 548.57 1237.50 1.10 42.04 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.482 0.203 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.38 548.57 1138.50 1.10 42.04 207.00 I Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed:11 JAN 2016.12:5;PM Wood Beam Fite=c:u�emOnis\OE ENERCA-�1\13r1.eC6 ENERCALC,INC.1983-2015,Build:6.16,12.9,Vec6.15.12.$ 'Lic.#: KW-06010623 I Vista Structural Engineering, LLC Description: (E)4X12 AT STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V tv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.115 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.13 182.86 1584.00 0.37 14.01 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.115 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.13 182.86 1584.00 0.37 14.01 288.00 +0+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.346 0.146 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.38 548.57 1584.00 1.10 42.04 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.346 0.146 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.38 548.57 1584.00 1.10 42.04 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.346 0.146 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.38 548.57 1584.00 1.10 42.04 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.069 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.68 109.71 1584.00 0.22 8.41 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.069 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.68 109.71 1584.00 0.22 8.41 288.00 Overall Maximum Deflections Load Combination Span Max.""Def! Location in Span Load Combination Max."+"Def! Location in Span +D+L+H 1 0.1124 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.650 1.650 Overall MINimum 0.270 0.270 +D+H 0.450 0.450 +D+L+H 1.650 1.650 +D+Lr+H 0.450 0.450 +D+S+H 0.450 0.450 +D+O.750Lr+0.750L+H 1.350 1.350 +D+0.750L+0.750S+H 1.350 1.350 +D+0.60W+H 0.450 0.450 +D+0.70E+H 0.450 0.450 +D+0.750Lr+0.750L+0.450W+H 1.350 1.350 +D+0.750L+0.750S+0.450W+H 1.350 1.350 +D+0.750L+0.750S+0.5250E+H 1.350 1.350 +0.60D+0.60W+0.60H 0.270 0.270 +0.60D+0.70E+0.60H 0.270 0.270 D Only 0.450 0.450 Lr Only L Only 1.200 1.200 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed:11 JAN 2016.1257P File=e.kUsersWwnislOMENERCA-111371.ec6 WOod Beam ENERCALC,INC,1983-2015,Build:6.1512.9,Ver.6.15.12.1 KW-06010523 Licensee:Vista Structural Engineering,LLC Description: (N)BEAM AT FRONT OF KITCHEN AND LIVING ROOM CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi 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 850.Oksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.89)L(5.04) 6.75x9 Span=11.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=1.890, L=5.040 k @ 4.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.987. 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 6.75x9 Section used for this span 6.75x9 fb:Actual = 2,369.96 psi fv:Actual = 111.86 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.024ft 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 0.315 in Ratio= 428 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.439 in Ratio= 307 Max Upward Total Deflection0.000 in Ratio= 0 <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 Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.308 0.133 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.05 664.68 2160.00 1.28 31.66 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.987 0.422 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.00 2,369.96 2400.00 4.53 111.86 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.222 0.096 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 664.68 3000.00 1.28 31.66 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.241 0.104 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 664.68 2760.00 1.28 31.66 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.648 0.277 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.76 1,943.64 3000.00 3.72 91.81 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed 11 JAN 2016,12 57PtA File-cAUserS0wn1M0D1ENERCA-111371.aC6 Wood Beam ENERCALC,INC,1902015,Build:6.15.12.9,Ver.6.15.12.E Lic.#: KW-06010523 Licensee:Vista Structural Engineering, LLC Description: (N)BEAM AT FRONT OF KITCHEN AND LIVING ROOM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M lb F'b V fv F'v Length=11.250 ft 1 0.704 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.76 1,943.64 2760.00 3.72 91.81 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.173 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 664.68 3840.00 1.28 31.66 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 It 1 0.173 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 664.68 3840.00 1.28 31.66 424.00 +D40.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.506 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.76 1,943.64 3840.00 3.72 91.81 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 It 1 0.506 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.76 1,943.64 3840.00 3.72 91.81 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 It 1 0.506 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.76 1,943.64 3840.00 3.72 91.81 424.00 +0.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.104 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 398.81 3840.00 0.77 19.00 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.104 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 398.81 3840.00 0.77 19.00 424.00 Overall Maximum,Defledons Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.4393 5.214 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.540 2.538 Overall MINimum 0.775 0.448 +D+H 1.292 0.746 +D+C+H 4.540 2.538 +D+Lr+H 1.292 0.746 +D+S+H 1.292 0.746 +[)+0.750Lr+0.750L+H 3.728 2.090 +D+0.750L+0.750S+H 3.728 2.090 +D+0.60W+H 1.292 0.746 +D+0.70E+H 1.292 0.746 +D+0.750Lr+0.750L+0.450W+H 3.728 2.090 +0+0.750L+0.750S+0.450W+H 3.728 2.090 +D+0.750L+0.750S+0.5250E+H 3.728 2.090 +0.60D+0.60W+0.60H 0.775 0.448 +0.60D+0.70E+0.60H 0.775 0.448 D Only 1.292 0.746 Lr Only L Only 3.248 1.792 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed.11 JAN 2016.12 57PM File=c:\Usem0emiMODIENERCA-111371.ec6 WOOCI Beam ENERCALC,INC.1983-2015,Build:6.1512.9,Ver.6.15.12.<. Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LILC Description: (E)410 BEAM AT BACK OF KITCHEN CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus ofE/asticity Load Combination ASCE7-10 Fb-Compr 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-torsion buckling Repetitive Member Stress Increase D 0.02 s(0.025) D 0.12 S 0.2 4x10 Span=12.0ft ............... _ _._ _.... _4piied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 fl Uniform Load: D=0.020, S=0.0250 klft,Extent=8.0-»12.0 ft, Tributary Width=1.0 fl DESIGN SUMMA . .. ...... _ Maximum Bending Stress Ratio - 1.0001 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 4x10 Section used for this span 4X10 fb:Actual = 1,428.47psi fv:Actual = 83.32 psi FIB:Allowable = 1,428.30 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.088ft Location of maximum on span = 11.255ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.262 in Ratio= 549 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.421 in Ratio= 342 Max Upward Total Deflection 0.000 in Ratio= 0<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 Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.482 0.195 0.90 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1117.80 0.68 31.62 162.00 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.434 0.176 1.00 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1242.00 0.68 31.62 180.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.347 0.141 1.25 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1552.50 0.68 31.62 225.00 +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 1.000 0.402 1.15 1.200 1.00 1.15 1.00 1.00 1.00 5.94 1,428.47 1428.30 1.80 83.32 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.347 0.141 1.25 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1552.50 0.68 31.62 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed 11 JAN 2016.12:51PM W00;1 Beam Fie=6U5ei550enrWWENERCA-it1371.ec6 ENERCALG INC.1W-2015,&uild:6.15.2.9,Ver&15.12,< �.r1116Y49 - wm�mllwl Description: (E)410 BEAM AT BACK OF KITCHEN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M Po F'b V 1v F'v Length=12.0 It 1 0.844 0.340 1.15 1.200 1.00 1.15 1.00 1.00 1.00 5.02 1,206.03 1428.30 1.52 70.39 207.00 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.271 0.110 1.60 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1987.20 0.68 31.62 288.00 +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.271 0.110 1.60 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1987.20 0.68 31.62 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.271 0.110 1.60 1.200 1.00 1.15 1.00 1.00 1.00 2.24 538.73 1987.20 0.68 31.62 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.607 0.244 1.60 1.200 1.00 1.15 1.00 1.00 1.00 5.02 1,206.03 1987.20 1.52 70.39 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.607 0.244 1.60 1.200 1.00 1.15 1.00 1.00 1.00 5.02 1,206.03 1987.20 1.52 70.39 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.163 0.066 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.34 323.24 1987.20 0.41 18.97 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.163 0.066 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.34 323.24 1987.20 0.41 18.97 288.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +O+S+H 1 0.4207 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.950 2.070 Overall MINimum 0.440 0.472 +D+H 0.733 0.787 +D+L+H 0.733 0.787 +D+Lr+H 0.733 0.787 +D+S+H 1.950 2.070 +D+0.750Lr+0.750L+H 0.733 0.787 +D+0.750L+0.750S+H 1.646 1.749 +D+0.60W+H 0.733 0.787 +D+0.70E+H 0.733 0.787 +D+0.750Lr+0.750L+0.450W+H 0.733 0.787 +D+0.750L+0.750S+0.450W+H 1.646 1.749 +D+0.750L+0.750S+0.5250E+H 1.646 1.749 +0.60D+0.60W+0.60H 0.440 0.472 +0.60D+0.70E+0.60H 0.440 0.472 D Only 0.733 0.787 Lr Only L Only S Only 1.217 1.283 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Protect Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed:11 JAN 2016.12:67PM File=c lUSmV)e mi$NOMENERCA-111371.eo6 General Footing ENERCALC,INC.M-2015,Budd-6.15.12-9,Vec6.15.121 KW-06010523 Licensee Vista Structural Engineering,LLC Description: (N)FOOTING UNDER INTERIOR END BEARING OF(N)6 3/4"X 9"GLB 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 :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 tp 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. = Allowable pressure 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 = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Z Footing Thicknes = 8.0 in 3 w� Pedestal dimensions... Xr X px:parallel to X-X Axis = in _ pz:parallel to Z-Z Axis = in e St a n Height - in co Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in cn Reinforcing Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2 2-104BArs z":— Bandwidth Reinforcing Bar Siz( _ # 4 Distribution Check (ACI 15.4.4.2) Ll IDirection Requiring Closer Separation n/a X-X Section Looking to«z s.nw #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.7460 1.792 k OB:Overburden = ksf .__. __ M-XX = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 den nis@vistastructural.com Printed.11 JAN 2016.12:57PM File,-c:Wse[OwniskoDDIENERCA-111371,04 General Footing ENERCALC,INC.1983-2016,BM:6.15.12.9,Ver:6.15.1V W-4 Description: (N)FOOTING UNDER INTERIOR END BEARING OF(N)6 3/4"X 9"GLB DESIGN SUMMARY _ • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8167 Soil Bearing 1.225 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 0.1218 Z Flexure(+X) 0.4703 k-ft 3.861 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 Z Flexure(-X) 0.4703 k-ft 3.861 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 X Flexure(+Z) 0.4703 k-ft 3.861 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 X Flexure(-Z) 0.4703 k-ft 3.861 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1102 1-way Shear(+X) 9.058 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1102 1-way Shear(-X) 9.058 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1102 1-way Shear(+Z) 9.058 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1102 1-way Shear(-Z) 9.058 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2127 2-way Punching 34.949 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio 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 Sliding SafetyRatio Status _ Footing Has NO Sliding Footirig Flextue Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.1306 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.40D+1.60H 0.1306 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4703 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4703 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4703 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4703 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2239 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2239 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1119 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1119 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2239 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2239 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1119 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1119 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2239 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2239 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2239 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2239 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2239 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2239 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+0.90D+W+0.90H 0.08393 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+0.90D+W+0.90H 0.08393 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+0.90D+E+0.90H 0.08393 +Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK X-X,+0.90D+E+0.90H 0.08393 -Z Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.40D+1.60H 0.1306 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Prinb9d11 JAN 2010.12:57PM He=c.-WWM0wMiM0MNERCA-111371.ec6 General Footing ENERCALC,INC.198340%OW10.16.12.9,ver6.16.1 $ Lic.#-: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: (N)FOOTING UNDER INTERIOR END BEARING OF(N)6 314"X 9"GLB Z-Z,+1.40D+1.60H 0.1306 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4703 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4703 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Vista Structural Engineering,LLC Project Title: Condo Remodel 7140 SW Queen Lane Engineer: DMH Project ID: 1371 Beaverton,OR 97008 Project Descr: 10307 SW 87th Ave (971)645-0901 dennis@vistastructural.com Printed11 JAN 2016.12 5/PM He=c lUserslDennislODIENERCA-1N371.ec6 General FQOfing ENERGALC,INC.1983-2015,BUM:6.16.12.9,Ver.6.15.125` KW-06010523 Licensee:Vista Structural Engineering,LLC Description: (N)FOOTING UNDER INTERIOR END BEARING OF(N)6 314"X 9"GLB Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 in"2 in^2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4703 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4703 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2239 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2239 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1119 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1119 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2239 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2239 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1119 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1119 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2239 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2239 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2239 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2239 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2239 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2239 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+0.90D+W+0.90H 0.08393 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+0.90D+W+0.90H 0.08393 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+0.90D+E+0.90H 0.08393 -X Bottom 0.1728 Min Temp% 0.2667 3.861 OK Z-Z,+0.90D+E+0.90H 0.08393 +X Bottom 0.1728 Min Temp% 0.2667 3.861 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 2.514 psi 2.514 psi 2.514 psi 2.514 psi 2.514 psi 82.158 psi 0.0306 OK +1.20D+0.50Lr+1.60L+1.60H 9.058 psi 9.058 psi 9.058 psi 9.058 psi 9.058 psi 82.158 psi 0.1102 OK +1.20D+1.60L+0.50S+1.60H 9.058 psi 9.058 psi 9.058 psi 9.058 psi 9.058 psi 82.158 psi 0.1102 OK +1.20D+1.60Lr+0.50L+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 psi 82.158 psi 0.05249 OK +1.20D+1.60Lr+0.50W+1.60H 2.155 psi 2.155 psi 2.155 psi 2.155 psi 2.155 psi 82.158 psi 0.02623 OK +1.20D+0.50L+1.60S+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 psi 82.158 psi 0.05249 OK +1.20D+1.60S+0.50W+1.60H 2.155 psi 2.155 psi 2.155 psi 2.155 psi 2.155 psi 82.158 psi 0.02623 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 psi 82.158 psi 0.05249 OK +1.20D+0.50L+0.50S+W+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 psi 82.158 psi 0.05249 OK +1.20D+0.50L+0.20S+E+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 psi 82.158 psi 0.05249 OK +0.90D+W+0.90H 1.616 psi 1.616 psi 1.616 psi 1.616 psi 1.616 psi 82.158 psi 0.01967 OK +0.90D+E+0.90H 1.616 psi 1.616 psi 1.616 psi 1.616 psi 1.616 psi 82.158 psi 0.01967 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi'Vn Status +1.40D+1.60H 9.701 psi 164.317psi 0.05904 OK +1.20D+0.50Lr+1.60L+1.60H 34.949 psi 164.317psi 0.2127 OK +1.20D+1.60L+0.50S+1.60H 34.949 psi 164.317psi 0.2127 OK +1.20D+1.60Lr+0.50L+1.60H 16.638 psi 164.317psi 0.1013 OK +1.20D+1.60Lr+0.50W+1.60H 8.315 psi 164.317psi 0.05061 OK +1.20D+0.50L+1.60S+1.60H 16.638 psi 164.317psi 0.1013 OK +1.20D+1.60S+0.50W+1.60H 8.315 psi 164.317psi 0.05061 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.638 psi 164.317psi 0.1013 OK +1.20D40.50L+0.50S+W+1.60H 16.638 psi 164.317psi 0.1013 OK +1.20D+0.50L+0.20S+E+1.60H 16.638 psi 164.317psi 0.1013 OK +0.90D+W+0.90H 6.237 psi 164.317psi 0.03795 OK +0.90D+E+0.90H 6.237 psi 164.317psi 0.03795 OK P�ROJ: - . DATE Zai Q, I - ��� V 1 5► TA PROD#1STRUCTURAL. — ENGR: DMH E NG IN E SRI N G , L L C TO ,JCIII 1. %"6;� i i _ l� Fa�,r'r�✓Ce �- s _ cam-. it I i i J ��� .�'�o 0,.�1�JG t.�vJ��St- tF.Y`t-t'�-�p�•-._ cf�� .. (N�......(03�''�'�``,�/,� 1 ' i