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06117 (RPL) Structural Calcs
Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 30 SEP 2013,11:10AM Wood Beam File =c:tUsers\STEVEN-11DesktoplDropbox113-068-1Vafters.ec6 ENERCALC, INC. 1983-2013, Build:6.13.6.21, Ver:6.13.6.21 KW -06010017 Licensee : For Trinity, ln:s Description : Garage 1.00R 1 Maximum Shear Stress Ratio = 0.244 :1 Section used for this span CODE REFERENCES Section used for this span 2x12 fb : Actual = Calculations per NDS 2005, IBC 2006, CBC•2007, ASCE 7-05 fv : Actual = 54.91 psi FB: Allowable = Load Combination Set: ASCE 7-02 Fv : Allowable = 225.00 psi Load Combination Material Properties Load Combination +D+Lr+H Location of maximum on span = Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticlty Load Combination ASCE 7-02 Fb - Compr 1,000.0 psi Ebend- xx 1,700.Oksi 1 Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Max Upward L+Lr+S Deflection Wood Grade : No.1 Fv 180.0 psi Max Downward Total Deflection 0.757 in Ratio = Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 <180 t D(0.03) Lr(0.04) 2x12 Span = 19.50 ft Applied Loads _ _ _ Service loads entered. Load Factors will be applied for calculations. Uniform Load _ D = 0.030, Lr = 0.040 , Tributary Width =1.0 fl aximum Bending Stress Ratio = 1.00R 1 Maximum Shear Stress Ratio = 0.244 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 1,261.87psi fv : Actual = 54.91 psi FB: Allowable = 1,250.00psi Fv : Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.750ft Location of maximum on span = 18.575ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1 0.541 0.131 Max Downward L+Lr+S Deflection 0.433 in Ratio = 540 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 1.43 Max Downward Total Deflection 0.757 in Ratio = 309 23.53 Max Upward Total Deflection 0.000 in Ratio = 0 <180 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Segment Length Span # M V C d C FIV C I Cr C m C t C L Moment Values M fib F'b V Shear Values Iv F'v D Only 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 1 0.00 0.00 0.00 0.00 Length =19.50 ft 1 1.009 0.244 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.33 1,261.87 1250.00 0.62 54.91 225.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+U.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ' 0.00 Length = 19.50 ft 1 0.865 0.209 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.85 1,081.60 1250.00 0.53 47.07 225.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam KW -06010017 Description: Garage Project Title: Engineer: Project Descr: Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L File = cAUsers\STEVEN ENERCALC, INC. Moment Values M fb . F'b Project ID: Printed: 30 SEP 2013,11:10AM )ropbox113-068-1lrafters.ec6 Build:6.13.6.21, Ver:6.13.6.21 Shear Values V tv F'v Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.865 0.209 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.85 1,081.60 1250.00 0.53 47.07 225.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.865 0.209 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.85 1,081.60 1250.00 0.53 47.07 225.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 .1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.541 0.131 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 540.80 1000.00 0.26 23.53 180.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 ft 1 0.324 0.078 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 324.48 1000.00 0.16 14.12 180.00 +0.60D40.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50 it 1 0.324 0.078 1.00 1.00 1.00 1.00 1.00 1.00 1.00 , 0.86 324.48 1000.00 0.16 14.12 180.00 Overall Maximum Deflections Unfactored Loads TM -, Load Combination Span Max. " " Defl Location in Span . Load Combination Max. "+" Defl Location in Span D+Lr 1 0.7571 9.821 0.0000. 0.000 Vertical Reactions - UnfaCtOred Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.683 0.683 D Only 0.293 0.293 Lr Only 0.390 0.390 D+Lr 0.683 0.683 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 30 SEP 2013, 11:13AM Wood Beam File =c:\Users\STEVEN-1\Desktop\Dropbox\13-068-1\rafters.ec6 ENERCALC, INC. 1983.2013, Build:6.13.6.21, Ver:6.13.6.21 Description : Living Area 0.986 1 Maximum Shear Stress Ratio = 0.202 : 1 Section used for this span CODE REFERENCES Section used for this span 2x12 fb : Actual = Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 N : Actual = 45.41 psi FB: Allowable = Load Combination Set: ASCE 7-02 Fv : Allowable 225.00 psi Load Combination Material Properties Load Combination +D+Lr+H Location of maximum on span = Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 1,000.0 psi Ebend- xx 1,700.Oksi 1.00 Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Max Upward L+Lr+S Deflection Wood Grade : No.1 Fv 180.0 psi Max Downward Total Deflection 1.084 in Ratio= Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 <180 1.25 D(0.02) Lr(0.0267) 2x12 Span = 23.60 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr = 0.02670 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.986 1 Maximum Shear Stress Ratio = 0.202 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 1,233.07psi N : Actual = 45.41 psi FB: Allowable = 1,250.00 psi Fv : Allowable 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 11.800ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 Length = 23.60 ft Max Downward L+Lr+S Deflection 0.620 in Ratio= 457 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 1.00 Max Downward Total Deflection 1.084 in Ratio= 261 Length = 23.60 ft Max Upward Total Deflection 0.000 in Ratio= 0 <180 1.25 Maximum Forces & Stresses_for Load Combinations Load Combination 1.00 Max Stress Ratios 1.00 1.00 Segment Length Span # M V C d C FN D Only 1.00 1.00 1.00 1.00 1.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 Length = 23.60 ft 1 0.986 0.202 1.25 1.00 +D+S+H 1.00 1.00. 1.00 1.00 1.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 +D+0.750Lr+0.750L+H 0.00 0.00 0.00 2.79 1.00 Length = 23.60 ft 1 0.845 0.173 1.25 1.00 +D+0.750L+0.750S+H 0.00 0.00 0.00 1.39 1.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 Ci Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V N F'v 0.00 0.00 0.00 0.00 1.39 528.08 1000.00 0.22 19.45 180.00 0.00 0.00 0.00 0.00 1.39 528.08 1000.00 0.22 19.45 180.00 0.00 0.00 0.00 0.00 3.25 1,233.07 1250.00 0.51 45.41 225.00 0.00 0.00 0.00 0.00 1.39 528.08 1000.00 0.22 19.45 180.00 0.00 0.00 0.00 0.00 2.79 1,056.82 1250.00 0.44 38.92 225.00 0.00 0.00 0.00 0.00 1.39 528.08 1000.00 0.22 19.45 180.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr. and then using the "Printing & Title Block" selection.. Title Block Line 6 Printed: 30 SEP 2013,11:13AM Wood Beam File=c:lUsersISTEVEN-11Desktop\Dropbox113-068-iVafters.ec6 ENERCALC, INC. 1983.2013, Build:6.13.6.21, Ver:6.13.6.21 Description : Living Area 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+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.39 528.08 1000.00 0.22 19.45 180.00 +10+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.39 528.08 1000.00 0.22 19.45 180.00 +0+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.845 0.173 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.79 1,056.82 1250.00 0.44 38.92 225.00 +O+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.845 0.173 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.79 1,056.82 1250.00 0.44 38.92 225.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.39 528.08 1000.00 0.22 19.45 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.528 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.39 528.08 .1000.00 0.22 19.45 180.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.317 0.065 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 316.85 1000.00 0.13 11.67 180.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.60 ft 1 0.317 0.065 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 316.85 1000.00 0.13 11.67 180.00 Overall Maximum l)eflec'tions - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 1.0836 11.886 11.886 0.0000 . 0.000 f Vertical Reactions - Unfacto red _ - ! i Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.551 0.551 D Only ' 0.236 0.236 Lr Only 0.315 0.315 D+Lr 0.551 0.551• Title Block Line 1 You can change this area 'using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 30 SEP 2013, 11:14AM Wood Beam File=c:lUsersISTEVEN-11DesktoplDmpbox113-068-lVafters.ec6 11111 ENERCALC, INC. 1983-2013, Build: 6.13.6.21, Ver.6.13.6.21 Description : Front Patio 0.981: 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span CODE REFERENCES Section used for this span 2x10 fb : Actual = Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 fv : Actual = 48.79 psi FB: Allowable = Load Combination Set: ASCE 7-02 Fv : Allowable = 225.00 psi Load.Combination Material Properties Load Combination +D+Lr+H Location of maximum on span = Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 1,000.0 psi Ebend- xx 1,700.Oksi 1 Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch. Fc - Perp 625.0 psi Max Upward L+Lr+S Deflection Wood Grade : No.1 Fv 180.0 psi Max Downward Total Deflection 1.009 in Ratio= Ft 675.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0 <180 D(0.0226) Lr(0.0267) 2x10 Span = 19.750 ft _ Applied Loads___ Uniform Load : D = 0.02260,~Lr = 0.02670 , Tributary Width =1.0 fi Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.981: 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 1,348.49psi fv : Actual = 48.79 psi FB: Allowable = 1,375.00psi Fv : Allowable = 225.00 psi Load.Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.875ft Location of maximum on span = 19.029ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1 0.562 0.124 Max Downward L+Lr+S Deflection 0.547 in Ratio= 433 - 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 1.10 Max Downward Total Deflection 1.009 in Ratio= 234 22.37 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations, Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values tv F'v D Only 0.00 0.00 0.00 '0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 61.8.17 1100.00 0.21 22.37 180.00 +D+L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 +D+Lr+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length ='19.750 ft 1 0.981 0.217 1..25 1.10 1.00 1.00 1.00 1.00 1.00 2.40 1,348.49 1375.00 0.45 48.79 225.00 +D+S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 +D+0.750Lr+0.750L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.06• Length =19.750 ft 1 0.848 0.187 1.25 1.10 1.00 1.00 1.00 1.00 1.00 2.08 1,165.91 1375.00 0.39 42.18 225.00 +D+0.750L+0.750S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.0b 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 Title Block Line 1 Project Title: You can change this area . Engineer: Project ID: 'using the "Settings" menu item Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 30 SEP 2013, 11:14AM Wood Beam File =c:\Users\STEVEN-1\Desktop\Dropbox\13-068-lVafters.ec6 ENERCALC, INC. 1983-2013, Build:6.13.6.21, Ver.6.13.6.21 Description : Front Patio Load Combination Max Stress Ratios I Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V tv F'v +D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 40+0.70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 +D+0.750Lr+0.750L+0.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.848 0.187 1.25 1.10 1.00 1.00 1.00 1.00 - 1.00 2.08 1,165.91 1375.00 0.39 42.18 225.00 +D+0.750Lr+0.750L+0.525OE4+i 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 It 1 0.848 0.187 1.25 1.10 1.00 1.00 1.00 1.00 1.00 2.08 1,165.91 1375.00 0.39 42.18 225.00 +O+0.750L+0.750S+0.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00. 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 +D+0.750L+0.750540.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.562 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.10 618.17 1100.00 0.21 22.37 180.00 +0.60D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft 1 0.337 0.075 1.00 1.10 1.00 1.00 1:00 1.00 1.00 0,66 370.90 1100.00 0.12 13.42 180.00 +0.60D+0.70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750 ft , 1 0.337 0.075 1.00 ' 1.10 1.00 1.00 1.00 1.00 1.00 0.66 370.90 1100.00 0.12 13.42 180.00 �OveraIIFMaximum DeDeflections - Unfactored Loads Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 1.0093 9.947 0.0000 0.000 j Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.487 0.487 D Only 0.223 0.223 Lr Only 0.264 0.264 D+Lr 0.487 0.487