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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 14-00529 - 18 N 2nd E - Mountain America Credit Union35 psf 233.5 366.9 35 210 12635 126 8.4 7'-0" 8.435 289.5 422.9 (370/235) 330 (330/210) (423/290) 0.41 43.4 1141 7.1 35 490 1141 0.638.8 6.1 8.3 8.3 16.56 35 490 490 14.0 16.870 71 35 551.4 8.3 8.38.3 0.58.3 8.3 0.42 144.5 1.9 0.59 43.4 35 288.75 157.5 35 271.3 1.6 44 2.6 46 41 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 1 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: Printed: 10 NOV 2014, 3:52PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 12.50 ft W14x22 D(0.58) S(1.141) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.580, S = 1.141 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.411 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 6.250ft 10.894 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio = 0.173 : 1 0.000 ft 34.045 k-ft Va : Applied 0 <240 897Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.109 in 1,370Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.167 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+L+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+Lr+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+S+H Dsgn. L = 12.50 ft 1 0.411 0.173 34.04 34.04 138.33 82.83 1.00 1.00 10.89 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 12.50 ft 1 0.344 0.145 28.47 28.47 138.33 82.83 1.00 1.00 9.11 94.53 63.02 +D+0.60W+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+0.70E+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.50 ft 1 0.142 0.060 11.76 11.76 138.33 82.83 1.00 1.00 3.76 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 12.50 ft 1 0.344 0.145 28.47 28.47 138.33 82.83 1.00 1.00 9.11 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 12.50 ft 1 0.344 0.145 28.47 28.47 138.33 82.83 1.00 1.00 9.11 94.53 63.02 +0.60D+0.60W+0.60H Dsgn. L = 12.50 ft 1 0.085 0.036 7.06 7.06 138.33 82.83 1.00 1.00 2.26 94.53 63.02 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 1 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: Printed: 10 NOV 2014, 3:52PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 12.50 ft 1 0.085 0.036 7.06 7.06 138.33 82.83 1.00 1.00 2.26 94.53 63.02. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.1672 6.313 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 10.894 10.894 Overall MINimum 2.258 2.258 +D+H 3.763 3.763 +D+L+H 3.763 3.763 +D+Lr+H 3.763 3.763 +D+S+H 10.894 10.894 +D+0.750Lr+0.750L+H 3.763 3.763 +D+0.750L+0.750S+H 9.112 9.112 +D+0.60W+H 3.763 3.763 +D+0.70E+H 3.763 3.763 +D+0.750L+0.750Lr+0.450W+H 3.763 3.763 +D+0.750L+0.750S+0.450W+H 9.112 9.112 +D+0.750L+0.750S+0.525E+H 9.112 9.112 +0.60D+0.60W+0.60H 2.258 2.258 +0.60D+0.70E+0.60H 2.258 2.258 D Only 3.763 3.763 Lr Only L Only S Only 7.131 7.131 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 2 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: Printed: 23 OCT 2014, 8:45AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 29.0 ft W21x44 D(4.2) S(8.3)D(4.2) S(8.3) D(0.37) S(0.49) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.370, S = 0.490 k/ft, Tributary Width = 1.0 ftPoint Load : D = 4.20, S = 8.30 k @ 8.0 ftPoint Load : D = 4.20, S = 8.30 k @ 26.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.699 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 12.180ft 27.767 k Mn / Omega : Allowable 238.024 k-ft Vn/Omega : Allowable W21x44Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 144.90 k Section used for this span W21x44 Ma : Applied Maximum Shear Stress Ratio = 0.192 : 1 29.000 ft 166.376 k-ft Va : Applied 0 <240326Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.636 in 546Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.069 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+L+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+Lr+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+S+H Dsgn. L = 29.00 ft 1 0.699 0.192 166.38 166.38 397.50 238.02 1.00 1.00 27.77 217.35 144.90+D+0.750Lr+0.750L+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+0.750L+0.750S+H Dsgn. L = 29.00 ft 1 0.595 0.163 141.59 141.59 397.50 238.02 1.00 1.00 23.56 217.35 144.90+D+0.60W+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+0.70E+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+0.750Lr+0.750L+0.450W+H Dsgn. L = 29.00 ft 1 0.283 0.075 67.28 67.28 397.50 238.02 1.00 1.00 10.93 217.35 144.90+D+0.750L+0.750S+0.450W+H Dsgn. L = 29.00 ft 1 0.595 0.163 141.59 141.59 397.50 238.02 1.00 1.00 23.56 217.35 144.90+D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft 1 0.595 0.163 141.59 141.59 397.50 238.02 1.00 1.00 23.56 217.35 144.90 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 2 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: Printed: 23 OCT 2014, 8:45AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.60W+0.60H Dsgn. L = 29.00 ft 1 0.170 0.045 40.37 40.37 397.50 238.02 1.00 1.00 6.56 217.35 144.90+0.60D+0.70E+0.60H Dsgn. L = 29.00 ft 1 0.170 0.045 40.37 40.37 397.50 238.02 1.00 1.00 6.56 217.35 144.90. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.0689 14.355 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 23.456 27.767 Overall MINimum 5.690 6.558 +D+H 9.483 10.931 +D+L+H 9.483 10.931 +D+Lr+H 9.483 10.931 +D+S+H 23.456 27.767 +D+0.750Lr+0.750L+H 9.483 10.931 +D+0.750L+0.750S+H 19.963 23.558 +D+0.60W+H 9.483 10.931 +D+0.70E+H 9.483 10.931 +D+0.750L+0.750Lr+0.450W+H 9.483 10.931 +D+0.750L+0.750S+0.450W+H 19.963 23.558 +D+0.750L+0.750S+0.525E+H 19.963 23.558 +0.60D+0.60W+0.60H 5.690 6.558 +0.60D+0.70E+0.60H 5.690 6.558 D Only 9.483 10.931 Lr Only L Only S Only 13.974 16.836 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 3 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: Printed: 23 OCT 2014, 10:29AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 17.0 ft W14x22 D(0.58) S(1.141) D(0.28) S(0.49) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1Uniform Load : D = 0.580, S = 1.141 k/ft, Extent = 0.0 -->> 10.0 ft, Tributary Width = 1.0 ftUniform Load : D = 0.280, S = 0.490 k/ft, Extent = 10.0 -->> 17.0 ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.626 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 7.735ft 13.446 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio = 0.213 : 1 0.000 ft 51.858 k-ft Va : Applied 0 <240444Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.297 in 685Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.460 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+L+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+Lr+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+S+H Dsgn. L = 17.00 ft 1 0.626 0.213 51.86 51.86 138.33 82.83 1.00 1.00 13.45 94.53 63.02+D+0.750Lr+0.750L+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+0.750L+0.750S+H Dsgn. L = 17.00 ft 1 0.525 0.179 43.45 43.45 138.33 82.83 1.00 1.00 11.26 94.53 63.02+D+0.60W+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+0.70E+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+0.750Lr+0.750L+0.450W+H Dsgn. L = 17.00 ft 1 0.220 0.074 18.23 18.23 138.33 82.83 1.00 1.00 4.69 94.53 63.02+D+0.750L+0.750S+0.450W+H Dsgn. L = 17.00 ft 1 0.525 0.179 43.45 43.45 138.33 82.83 1.00 1.00 11.26 94.53 63.02+D+0.750L+0.750S+0.5250E+H Dsgn. L = 17.00 ft 1 0.525 0.179 43.45 43.45 138.33 82.83 1.00 1.00 11.26 94.53 63.02 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beam 3 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: Printed: 23 OCT 2014, 10:29AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.60W+0.60H Dsgn. L = 17.00 ft 1 0.132 0.045 10.94 10.94 138.33 82.83 1.00 1.00 2.81 94.53 63.02+0.60D+0.70E+0.60H Dsgn. L = 17.00 ft 1 0.132 0.045 10.94 10.94 138.33 82.83 1.00 1.00 2.81 94.53 63.02. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.4600 8.330 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 13.446 9.530 Overall MINimum 2.811 2.070 +D+H 4.685 3.450 +D+L+H 4.685 3.450 +D+Lr+H 4.685 3.450 +D+S+H 13.446 9.530 +D+0.750Lr+0.750L+H 4.685 3.450 +D+0.750L+0.750S+H 11.256 8.010 +D+0.60W+H 4.685 3.450 +D+0.70E+H 4.685 3.450 +D+0.750L+0.750Lr+0.450W+H 4.685 3.450 +D+0.750L+0.750S+0.450W+H 11.256 8.010 +D+0.750L+0.750S+0.525E+H 11.256 8.010 +0.60D+0.60W+0.60H 2.811 2.070 +0.60D+0.70E+0.60H 2.811 2.070 D Only 4.685 3.450 Lr Only L Only S Only 8.760 6.080 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 4, 5 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: Printed: 23 OCT 2014, 10:30AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 30.0 ft W16x36 D(0.2467) S(0.5514) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.2467, S = 0.5514 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.588 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 15.000ft 12.513 k Mn / Omega : Allowable 159.681 k-ft Vn/Omega : Allowable W16x36Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 93.810 k Section used for this span W16x36 Ma : Applied Maximum Shear Stress Ratio = 0.133 : 1 0.000 ft 93.846 k-ft Va : Applied 0 <240 305Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.779 in 461Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.180 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+L+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+Lr+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+S+H Dsgn. L = 30.00 ft 1 0.588 0.133 93.85 93.85 266.67 159.68 1.00 1.00 12.51 140.72 93.81 +D+0.750Lr+0.750L+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 0.491 0.111 78.34 78.34 266.67 159.68 1.00 1.00 10.44 140.72 93.81 +D+0.60W+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+0.70E+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 30.00 ft 1 0.199 0.045 31.81 31.81 266.67 159.68 1.00 1.00 4.24 140.72 93.81 +D+0.750L+0.750S+0.450W+H Dsgn. L = 30.00 ft 1 0.491 0.111 78.34 78.34 266.67 159.68 1.00 1.00 10.44 140.72 93.81 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 ft 1 0.491 0.111 78.34 78.34 266.67 159.68 1.00 1.00 10.44 140.72 93.81 +0.60D+0.60W+0.60H Dsgn. L = 30.00 ft 1 0.120 0.027 19.09 19.09 266.67 159.68 1.00 1.00 2.55 140.72 93.81 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 4, 5 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: Printed: 23 OCT 2014, 10:30AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 30.00 ft 1 0.120 0.027 19.09 19.09 266.67 159.68 1.00 1.00 2.55 140.72 93.81. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.1795 15.150 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 12.513 12.513 Overall MINimum 2.545 2.545 +D+H 4.242 4.242 +D+L+H 4.242 4.242 +D+Lr+H 4.242 4.242 +D+S+H 12.513 12.513 +D+0.750Lr+0.750L+H 4.242 4.242 +D+0.750L+0.750S+H 10.445 10.445 +D+0.60W+H 4.242 4.242 +D+0.70E+H 4.242 4.242 +D+0.750L+0.750Lr+0.450W+H 4.242 4.242 +D+0.750L+0.750S+0.450W+H 10.445 10.445 +D+0.750L+0.750S+0.525E+H 10.445 10.445 +0.60D+0.60W+0.60H 2.545 2.545 +0.60D+0.70E+0.60H 2.545 2.545 D Only 4.242 4.242 Lr Only L Only S Only 8.271 8.271 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 6 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: Printed: 23 OCT 2014, 10:35AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 34.0 ft W21x44 D(4.2) S(8.3)D(4.2) S(8.3)D(0.09) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.090 k/ft, Tributary Width = 1.0 ftPoint Load : D = 4.20, S = 8.30 k @ 8.0 ftPoint Load : D = 4.20, S = 8.30 k @ 26.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.502 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 17.000ft 14.782 k Mn / Omega : Allowable 238.024 k-ft Vn/Omega : Allowable W21x44Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 144.90 k Section used for this span W21x44 Ma : Applied Maximum Shear Stress Ratio = 0.102 : 1 0.000 ft 119.399 k-ft Va : Applied 0 <240364Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.633 in 644Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.120 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+L+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+Lr+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+S+H Dsgn. L = 34.00 ft 1 0.502 0.102 119.40 119.40 397.50 238.02 1.00 1.00 14.78 217.35 144.90+D+0.750Lr+0.750L+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+0.750L+0.750S+H Dsgn. L = 34.00 ft 1 0.432 0.088 102.80 102.80 397.50 238.02 1.00 1.00 12.71 217.35 144.90+D+0.60W+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+0.70E+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+0.750Lr+0.750L+0.450W+H Dsgn. L = 34.00 ft 1 0.223 0.045 53.00 53.00 397.50 238.02 1.00 1.00 6.48 217.35 144.90+D+0.750L+0.750S+0.450W+H Dsgn. L = 34.00 ft 1 0.432 0.088 102.80 102.80 397.50 238.02 1.00 1.00 12.71 217.35 144.90+D+0.750L+0.750S+0.5250E+H Dsgn. L = 34.00 ft 1 0.432 0.088 102.80 102.80 397.50 238.02 1.00 1.00 12.71 217.35 144.90 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 6 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: Printed: 23 OCT 2014, 10:35AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.60W+0.60H Dsgn. L = 34.00 ft 1 0.134 0.027 31.80 31.80 397.50 238.02 1.00 1.00 3.89 217.35 144.90+0.60D+0.70E+0.60H Dsgn. L = 34.00 ft 1 0.134 0.027 31.80 31.80 397.50 238.02 1.00 1.00 3.89 217.35 144.90. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.1202 17.170 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 14.782 14.782 Overall MINimum 3.889 3.889 +D+H 6.482 6.482 +D+L+H 6.482 6.482 +D+Lr+H 6.482 6.482 +D+S+H 14.782 14.782 +D+0.750Lr+0.750L+H 6.482 6.482 +D+0.750L+0.750S+H 12.707 12.707 +D+0.60W+H 6.482 6.482 +D+0.70E+H 6.482 6.482 +D+0.750L+0.750Lr+0.450W+H 6.482 6.482 +D+0.750L+0.750S+0.450W+H 12.707 12.707 +D+0.750L+0.750S+0.525E+H 12.707 12.707 +0.60D+0.60W+0.60H 3.889 3.889 +0.60D+0.70E+0.60H 3.889 3.889 D Only 6.482 6.482 Lr Only L Only S Only 8.300 8.300 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 7, 8 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: Printed: 23 OCT 2014, 10:41AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 26.0 ft W14x22 D(0.2466) S(0.1445) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.2466, S = 0.1445 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.422 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 13.000ft 5.372 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio = 0.085 : 1 0.000 ft 34.915 k-ft Va : Applied 0 <600 420Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.259 in 1,202Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.742 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+L+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+Lr+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+S+H Dsgn. L = 26.00 ft 1 0.422 0.085 34.91 34.91 138.33 82.83 1.00 1.00 5.37 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 26.00 ft 1 0.385 0.078 31.86 31.86 138.33 82.83 1.00 1.00 4.90 94.53 63.02 +D+0.60W+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+0.70E+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 26.00 ft 1 0.274 0.055 22.70 22.70 138.33 82.83 1.00 1.00 3.49 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 26.00 ft 1 0.385 0.078 31.86 31.86 138.33 82.83 1.00 1.00 4.90 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 26.00 ft 1 0.385 0.078 31.86 31.86 138.33 82.83 1.00 1.00 4.90 94.53 63.02 +0.60D+0.60W+0.60H Dsgn. L = 26.00 ft 1 0.164 0.033 13.62 13.62 138.33 82.83 1.00 1.00 2.10 94.53 63.02 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Beams 7, 8 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: Printed: 23 OCT 2014, 10:41AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 26.00 ft 1 0.164 0.033 13.62 13.62 138.33 82.83 1.00 1.00 2.10 94.53 63.02. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.7421 13.130 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.371 5.371 Overall MINimum 1.879 1.879 +D+H 3.493 3.493 +D+L+H 3.493 3.493 +D+Lr+H 3.493 3.493 +D+S+H 5.371 5.371 +D+0.750Lr+0.750L+H 3.493 3.493 +D+0.750L+0.750S+H 4.902 4.902 +D+0.60W+H 3.493 3.493 +D+0.70E+H 3.493 3.493 +D+0.750L+0.750Lr+0.450W+H 3.493 3.493 +D+0.750L+0.750S+0.450W+H 4.902 4.902 +D+0.750L+0.750S+0.525E+H 4.902 4.902 +0.60D+0.60W+0.60H 2.096 2.096 +0.60D+0.70E+0.60H 2.096 2.096 D Only 3.493 3.493 Lr Only L Only S Only 1.879 1.879 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Skylight Rafters 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: Printed: 23 OCT 2014, 10:43AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :46.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 18.0 ft HSS6x6x1/2 D(0.165) S(0.2888) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.1650, S = 0.2888 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.436 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 9.000ft 4.40 k Mn / Omega : Allowable 45.449 k-ft Vn/Omega : Allowable HSS6x6x1/2Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 70.779 k Section used for this span HSS6x6x1/2 Ma : Applied Maximum Shear Stress Ratio = 0.062 : 1 0.000 ft 19.801 k-ft Va : Applied 0 <240 260Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.490 in 440Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.831 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+L+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+Lr+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+S+H Dsgn. L = 18.00 ft 1 0.436 0.062 19.80 19.80 75.90 45.45 1.00 1.00 4.40 118.20 70.78 +D+0.750Lr+0.750L+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+0.750L+0.750S+H Dsgn. L = 18.00 ft 1 0.371 0.053 16.88 16.88 75.90 45.45 1.00 1.00 3.75 118.20 70.78 +D+0.60W+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+0.70E+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.00 ft 1 0.178 0.025 8.10 8.10 75.90 45.45 1.00 1.00 1.80 118.20 70.78 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.00 ft 1 0.371 0.053 16.88 16.88 75.90 45.45 1.00 1.00 3.75 118.20 70.78 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 18.00 ft 1 0.371 0.053 16.88 16.88 75.90 45.45 1.00 1.00 3.75 118.20 70.78 +0.60D+0.60W+0.60H Dsgn. L = 18.00 ft 1 0.107 0.015 4.86 4.86 75.90 45.45 1.00 1.00 1.08 118.20 70.78 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Skylight Rafters 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: Printed: 23 OCT 2014, 10:43AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 18.00 ft 1 0.107 0.015 4.86 4.86 75.90 45.45 1.00 1.00 1.08 118.20 70.78. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.8310 9.090 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.400 4.400 Overall MINimum 1.081 1.081 +D+H 1.801 1.801 +D+L+H 1.801 1.801 +D+Lr+H 1.801 1.801 +D+S+H 4.400 4.400 +D+0.750Lr+0.750L+H 1.801 1.801 +D+0.750L+0.750S+H 3.750 3.750 +D+0.60W+H 1.801 1.801 +D+0.70E+H 1.801 1.801 +D+0.750L+0.750Lr+0.450W+H 1.801 1.801 +D+0.750L+0.750S+0.450W+H 3.750 3.750 +D+0.750L+0.750S+0.525E+H 3.750 3.750 +0.60D+0.60W+0.60H 1.081 1.081 +0.60D+0.70E+0.60H 1.081 1.081 D Only 1.801 1.801 Lr Only L Only S Only 2.599 2.599 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Skylight Rafters (4.5 ft trib width) 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: Printed: 23 OCT 2014, 10:47AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :46.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 18.0 ft HSS6x4x5/16 D(0.09) S(0.1575) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.090, S = 0.1575 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.457 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 9.000ft 2.399 k Mn / Omega : Allowable 23.643 k-ft Vn/Omega : Allowable HSS6x4x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 49.315 k Section used for this span HSS6x4x5/16 Ma : Applied Maximum Shear Stress Ratio = 0.049 : 1 0.000 ft 10.796 k-ft Va : Applied 0 <240 245Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.521 in 414Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.882 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+L+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+Lr+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+S+H Dsgn. L = 18.00 ft 1 0.457 0.049 10.80 10.80 39.48 23.64 1.00 1.00 2.40 82.36 49.31 +D+0.750Lr+0.750L+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+0.750L+0.750S+H Dsgn. L = 18.00 ft 1 0.389 0.041 9.20 9.20 39.48 23.64 1.00 1.00 2.04 82.36 49.31 +D+0.60W+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+0.70E+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.00 ft 1 0.187 0.020 4.42 4.42 39.48 23.64 1.00 1.00 0.98 82.36 49.31 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.00 ft 1 0.389 0.041 9.20 9.20 39.48 23.64 1.00 1.00 2.04 82.36 49.31 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 18.00 ft 1 0.389 0.041 9.20 9.20 39.48 23.64 1.00 1.00 2.04 82.36 49.31 +0.60D+0.60W+0.60H Dsgn. L = 18.00 ft 1 0.112 0.012 2.65 2.65 39.48 23.64 1.00 1.00 0.59 82.36 49.31 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Skylight Rafters (4.5 ft trib width) 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: Printed: 23 OCT 2014, 10:47AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 18.00 ft 1 0.112 0.012 2.65 2.65 39.48 23.64 1.00 1.00 0.59 82.36 49.31. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.8824 9.090 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.399 2.399 Overall MINimum 0.589 0.589 +D+H 0.982 0.982 +D+L+H 0.982 0.982 +D+Lr+H 0.982 0.982 +D+S+H 2.399 2.399 +D+0.750Lr+0.750L+H 0.982 0.982 +D+0.750L+0.750S+H 2.045 2.045 +D+0.60W+H 0.982 0.982 +D+0.70E+H 0.982 0.982 +D+0.750L+0.750Lr+0.450W+H 0.982 0.982 +D+0.750L+0.750S+0.450W+H 2.045 2.045 +D+0.750L+0.750S+0.525E+H 2.045 2.045 +0.60D+0.60W+0.60H 0.589 0.589 +0.60D+0.70E+0.60H 0.589 0.589 D Only 0.982 0.982 Lr Only L Only S Only 1.418 1.418 W Only E Only H Only Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Cross Beams at Skylight 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: Printed: 23 OCT 2014, 10:47AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method :ksi Bending Axis :Major Axis BendingLoad Combination :ASCE 7-10 Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :46.0 ksiBeam Bracing :E: Modulus :29,000.0 Span = 12.0 ft HSS6x4x1/4 D(0.155) S(0.2713) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.1550, S = 0.2713 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.406 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft 2.651 k Mn / Omega : Allowable 19.580 k-ft Vn/Omega : Allowable HSS6x4x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 40.826 k Section used for this span HSS6x4x1/4 Ma : Applied Maximum Shear Stress Ratio = 0.065 : 1 0.000 ft 7.954 k-ft Va : Applied 0 <240 420Ratio =0 <240 Maximum DeflectionMax Downward L+Lr+S Deflection 0.210 in 684Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.343 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+L+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+Lr+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+S+H Dsgn. L = 12.00 ft 1 0.406 0.065 7.95 7.95 32.70 19.58 1.00 1.00 2.65 68.18 40.83 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+0.750L+0.750S+H Dsgn. L = 12.00 ft 1 0.344 0.055 6.73 6.73 32.70 19.58 1.00 1.00 2.24 68.18 40.83 +D+0.60W+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+0.70E+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.00 ft 1 0.157 0.025 3.07 3.07 32.70 19.58 1.00 1.00 1.02 68.18 40.83 +D+0.750L+0.750S+0.450W+H Dsgn. L = 12.00 ft 1 0.344 0.055 6.73 6.73 32.70 19.58 1.00 1.00 2.24 68.18 40.83 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 12.00 ft 1 0.344 0.055 6.73 6.73 32.70 19.58 1.00 1.00 2.24 68.18 40.83 +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft 1 0.094 0.015 1.84 1.84 32.70 19.58 1.00 1.00 0.61 68.18 40.83 Steel Beam ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Cross Beams at Skylight 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: Printed: 23 OCT 2014, 10:47AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 12.00 ft 1 0.094 0.015 1.84 1.84 32.70 19.58 1.00 1.00 0.61 68.18 40.83. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.3429 6.060 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.651 2.651 Overall MINimum 0.614 0.614 +D+H 1.024 1.024 +D+L+H 1.024 1.024 +D+Lr+H 1.024 1.024 +D+S+H 2.651 2.651 +D+0.750Lr+0.750L+H 1.024 1.024 +D+0.750L+0.750S+H 2.244 2.244 +D+0.60W+H 1.024 1.024 +D+0.70E+H 1.024 1.024 +D+0.750L+0.750Lr+0.450W+H 1.024 1.024 +D+0.750L+0.750S+0.450W+H 2.244 2.244 +D+0.750L+0.750S+0.525E+H 2.244 2.244 +0.60D+0.60W+0.60H 0.614 0.614 +0.60D+0.70E+0.60H 0.614 0.614 D Only 1.024 1.024 Lr Only L Only S Only 1.628 1.628 W Only E Only H Only .373 6.7 4.8 35 116.7 183.4 244.5 423 6345 35 490 1490 1500 3000 770 Rexburg, ID 35 490 0.860 1.72 20.6 860 1.72 6.345 6.345 6.345 76.1 3.17 Rexburg, ID 7. 1 14 . 0 7 . 1 21 . 1 10 . 9 34 . 4 16 . 8 8 . 8 25 . 6 41 . 2 6. 1 1. 9 8. 0 15 . 0 8. 3 14 . 8 1. 9 5. 4 .7 7 .9 2 .4 2 .5 7 FS 5 . 0 FS 5 . 5 FS 3 . 5 FS 3 . 5 Rexburg, ID Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C1 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: Printed: 11 NOV 2014, 2:08PM Project Descr: .Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14.0Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS4x4x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 14 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 170.531 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 3.80, S = 7.10 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.4202 Location of max.above base 13.906 ft 11.071 k 40.812 k -0.9022 k-ft Load Combination +D+S+H Load Combination +D+S+H 10.765 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.06488 k 0.002552 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 10.765 k-ft -0.9022 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum SERVICE Load Reactions . . (see tab for all) Top along X-X 0.06488 kBottom along X-X 0.06488 k Top along Y-Y 0.06488 kBottom along Y-Y 0.06488 k Maximum SERVICE Load Deflections . . . Along Y-Y -0.08801 in at 8.175ft above basefor load combination :+D+S+H Along X-X -0.08801 in at 8.175ft above base for load combination :+D+S+H 25.423 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results +D+H PASS PASS 13.91 0.001 0.00 ftft 0.107+D+L+H PASS PASS 13.91 0.001 0.00 ftft 0.107 +D+Lr+H PASS PASS 13.91 0.001 0.00 ftft 0.107+D+S+H PASS PASS 13.91 0.003 0.00 ftft 0.420 +D+0.750Lr+0.750L+H PASS PASS 13.91 0.001 0.00 ftft 0.107 +D+0.750L+0.750S+H PASS PASS 13.91 0.002 0.00 ftft 0.352+D+0.60W+H PASS PASS 13.91 0.001 0.00 ftft 0.107 +D+0.70E+H PASS PASS 13.91 0.001 0.00 ftft 0.107+D+0.750Lr+0.750L+0.450W+H PASS PASS 13.91 0.001 0.00 ftft 0.107 +D+0.750L+0.750S+0.450W+H PASS PASS 13.91 0.002 0.00 ftft 0.352+D+0.750L+0.750S+0.5250E+H PASS PASS 13.91 0.002 0.00 ftft 0.352 +0.60D+0.60W+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.064 +0.60D+0.70E+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.064 .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+H 0.023 3.971 kk 0.023 0.023 0.023 SC-3 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C1 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: Printed: 11 NOV 2014, 2:08PM Project Descr: Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+L+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+Lr+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+S+H 0.065 11.071 kk 0.065 0.065 0.065 k+D+0.750Lr+0.750L+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+0.750L+0.750S+H 0.054 9.296 kk 0.054 0.054 0.054 k+D+0.60W+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+0.70E+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+0.750L+0.750Lr+0.450W+H 0.023 3.971 kk 0.023 0.023 0.023 k+D+0.750L+0.750S+0.450W+H 0.054 9.296 kk 0.054 0.054 0.054 k+D+0.750L+0.750S+0.525E+H 0.054 9.296 kk 0.054 0.054 0.054 k+0.60D+0.60W+0.60H 0.014 2.382 kk 0.014 0.014 0.014 k+0.60D+0.70E+0.60H 0.014 2.382 kk 0.014 0.014 0.014 kD Only 0.023 3.971 kk 0.023 0.023 0.023 kLr Only kk kL Only kk kS Only 0.042 7.100 kk 0.042 0.042 0.042 kW Only kk kE Only kk kH Only kk .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+L+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+Lr+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+S+H -0.0880 -0.088 8.174 ftftinin 8.174 +D+0.750Lr+0.750L+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+0.750L+0.750S+H -0.0737 -0.074 8.174 ftftinin 8.174 +D+0.60W+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+0.70E+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+0.750L+0.750Lr+0.450W+H -0.0307 -0.031 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.450W+H -0.0737 -0.074 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.525E+H -0.0737 -0.074 8.174 ftftinin 8.174 +0.60D+0.60W+0.60H -0.0184 -0.018 8.174 ftftinin 8.174 +0.60D+0.70E+0.60H -0.0184 -0.018 8.174 ftftinin 8.174 D Only -0.0307 -0.031 8.174 ftftinin 8.174 Lr Only 0.0000 0.000 0.000 ftftinin 0.000 L Only 0.0000 0.000 0.000 ftftinin 0.000 S Only -0.0573 -0.057 8.174 ftftinin 8.174 W Only 0.0000 0.000 0.000 ftftinin 0.000 E Only 0.0000 0.000 0.000 ftftinin 0.000 H Only 0.0000 0.000 0.000 ftftinin 0.000 . SC-4 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C1 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: Printed: 11 NOV 2014, 2:08PM Project Descr: Steel Section Properties :HSS4x4x1/4 R xx = 1.520 in Depth = 4.000 in R yy = 1.520 in J = 12.800 in^4 Width = 4.000 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 in^2 Weight = 12.181 plf I xx = 7.80 in^4 S xx = 3.90 in^3 I yy = 7.800 in^4 C = 6.560 in^3 S yy = 3.900 in^3 Ycg = 0.000 in 4.00in 4 . 0 0 i n Y X Load 1 He i g h t = 1 4 . 0 f t 10.90k Loads are total entered value. Arrows do not reflect absolute direction. SC-5 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C2 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: Printed: 3 NOV 2014, 4:51PM Project Descr: .Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14.0Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 14 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 218.170 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 13.30, S = 21.10 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.7764 Location of max.above base 13.906 ft 34.618 k 71.146 k -2.847 k-ft Load Combination +D+S+H Load Combination +D+S+H 17.468 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.2048 k 0.006182 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 17.468 k-ft -2.847 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum SERVICE Load Reactions . . (see tab for all) Top along X-X 0.2048 kBottom along X-X 0.2048 k Top along Y-Y 0.2048 kBottom along Y-Y 0.2048 k Maximum SERVICE Load Deflections . . . Along Y-Y -0.1354 in at 8.175ft above basefor load combination :+D+S+H Along X-X -0.1354 in at 8.175ft above base for load combination :+D+S+H 33.124 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results +D+H PASS PASS 13.91 0.002 0.00 ftft 0.221+D+L+H PASS PASS 13.91 0.002 0.00 ftft 0.221 +D+Lr+H PASS PASS 13.91 0.002 0.00 ftft 0.221+D+S+H PASS PASS 13.91 0.006 0.00 ftft 0.776 +D+0.750Lr+0.750L+H PASS PASS 13.91 0.002 0.00 ftft 0.221 +D+0.750L+0.750S+H PASS PASS 13.91 0.005 0.00 ftft 0.658+D+0.60W+H PASS PASS 13.91 0.002 0.00 ftft 0.221 +D+0.70E+H PASS PASS 13.91 0.002 0.00 ftft 0.221+D+0.750Lr+0.750L+0.450W+H PASS PASS 13.91 0.002 0.00 ftft 0.221 +D+0.750L+0.750S+0.450W+H PASS PASS 13.91 0.005 0.00 ftft 0.658+D+0.750L+0.750S+0.5250E+H PASS PASS 13.91 0.005 0.00 ftft 0.658 +0.60D+0.60W+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.133 +0.60D+0.70E+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.133 .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+H 0.079 13.518 kk 0.079 0.079 0.079 SC-6 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C2 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: Printed: 3 NOV 2014, 4:51PM Project Descr: Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+L+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+Lr+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+S+H 0.205 34.618 kk 0.205 0.205 0.205 k+D+0.750Lr+0.750L+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+0.750L+0.750S+H 0.173 29.343 kk 0.173 0.173 0.173 k+D+0.60W+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+0.70E+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+0.750L+0.750Lr+0.450W+H 0.079 13.518 kk 0.079 0.079 0.079 k+D+0.750L+0.750S+0.450W+H 0.173 29.343 kk 0.173 0.173 0.173 k+D+0.750L+0.750S+0.525E+H 0.173 29.343 kk 0.173 0.173 0.173 k+0.60D+0.60W+0.60H 0.048 8.111 kk 0.048 0.048 0.048 k+0.60D+0.70E+0.60H 0.048 8.111 kk 0.048 0.048 0.048 kD Only 0.079 13.518 kk 0.079 0.079 0.079 kLr Only kk kL Only kk kS Only 0.126 21.100 kk 0.126 0.126 0.126 kW Only kk kE Only kk kH Only kk .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+L+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+Lr+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+S+H -0.1354 -0.135 8.174 ftftinin 8.174 +D+0.750Lr+0.750L+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+0.750L+0.750S+H -0.1146 -0.115 8.174 ftftinin 8.174 +D+0.60W+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+0.70E+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+0.750L+0.750Lr+0.450W+H -0.0523 -0.052 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.450W+H -0.1146 -0.115 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.525E+H -0.1146 -0.115 8.174 ftftinin 8.174 +0.60D+0.60W+0.60H -0.0314 -0.031 8.174 ftftinin 8.174 +0.60D+0.70E+0.60H -0.0314 -0.031 8.174 ftftinin 8.174 D Only -0.0523 -0.052 8.174 ftftinin 8.174 Lr Only 0.0000 0.000 0.000 ftftinin 0.000 L Only 0.0000 0.000 0.000 ftftinin 0.000 S Only -0.0830 -0.083 8.174 ftftinin 8.174 W Only 0.0000 0.000 0.000 ftftinin 0.000 E Only 0.0000 0.000 0.000 ftftinin 0.000 H Only 0.0000 0.000 0.000 ftftinin 0.000 . SC-7 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C2 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: Printed: 3 NOV 2014, 4:51PM Project Descr: Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth = 5.000 in R yy = 1.930 in J = 25.800 in^4 Width = 5.000 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 Weight = 15.584 plf I xx = 16.00 in^4 S xx = 6.41 in^3 I yy = 16.000 in^4 C = 10.500 in^3 S yy = 6.410 in^3 Ycg = 0.000 in 5.00in 5 . 0 0 i n Y X Load 1 He i g h t = 1 4 . 0 f t 34.40k Loads are total entered value. Arrows do not reflect absolute direction. SC-8 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C3 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: Printed: 3 NOV 2014, 4:52PM Project Descr: .Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14.0Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 14 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 218.170 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 15.60, S = 25.60 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9292 Location of max.above base 13.906 ft 41.418 k 71.146 k -3.410 k-ft Load Combination +D+S+H Load Combination +D+S+H 17.468 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.2452 k 0.007404 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 17.468 k-ft -3.410 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum SERVICE Load Reactions . . (see tab for all) Top along X-X 0.2452 kBottom along X-X 0.2452 k Top along Y-Y 0.2452 kBottom along Y-Y 0.2452 k Maximum SERVICE Load Deflections . . . Along Y-Y -0.1622 in at 8.175ft above basefor load combination :+D+S+H Along X-X -0.1622 in at 8.175ft above base for load combination :+D+S+H 33.124 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results +D+H PASS PASS 13.91 0.003 0.00 ftft 0.354+D+L+H PASS PASS 13.91 0.003 0.00 ftft 0.354 +D+Lr+H PASS PASS 13.91 0.003 0.00 ftft 0.354+D+S+H PASS PASS 13.91 0.007 0.00 ftft 0.929 +D+0.750Lr+0.750L+H PASS PASS 13.91 0.003 0.00 ftft 0.354 +D+0.750L+0.750S+H PASS PASS 13.91 0.006 0.00 ftft 0.785+D+0.60W+H PASS PASS 13.91 0.003 0.00 ftft 0.354 +D+0.70E+H PASS PASS 13.91 0.003 0.00 ftft 0.354+D+0.750Lr+0.750L+0.450W+H PASS PASS 13.91 0.003 0.00 ftft 0.354 +D+0.750L+0.750S+0.450W+H PASS PASS 13.91 0.006 0.00 ftft 0.785+D+0.750L+0.750S+0.5250E+H PASS PASS 13.91 0.006 0.00 ftft 0.785 +0.60D+0.60W+0.60H PASS PASS 13.91 0.002 0.00 ftft 0.155 +0.60D+0.70E+0.60H PASS PASS 13.91 0.002 0.00 ftft 0.155 .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+H 0.093 15.818 kk 0.093 0.093 0.093 SC-9 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C3 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: Printed: 3 NOV 2014, 4:52PM Project Descr: Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+L+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+Lr+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+S+H 0.245 41.418 kk 0.245 0.245 0.245 k+D+0.750Lr+0.750L+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+0.750L+0.750S+H 0.207 35.018 kk 0.207 0.207 0.207 k+D+0.60W+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+0.70E+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+0.750L+0.750Lr+0.450W+H 0.093 15.818 kk 0.093 0.093 0.093 k+D+0.750L+0.750S+0.450W+H 0.207 35.018 kk 0.207 0.207 0.207 k+D+0.750L+0.750S+0.525E+H 0.207 35.018 kk 0.207 0.207 0.207 k+0.60D+0.60W+0.60H 0.056 9.491 kk 0.056 0.056 0.056 k+0.60D+0.70E+0.60H 0.056 9.491 kk 0.056 0.056 0.056 kD Only 0.093 15.818 kk 0.093 0.093 0.093 kLr Only kk kL Only kk kS Only 0.152 25.600 kk 0.152 0.152 0.152 kW Only kk kE Only kk kH Only kk .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+L+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+Lr+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+S+H -0.1622 -0.162 8.174 ftftinin 8.174 +D+0.750Lr+0.750L+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+0.750L+0.750S+H -0.1370 -0.137 8.174 ftftinin 8.174 +D+0.60W+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+0.70E+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+0.750L+0.750Lr+0.450W+H -0.0614 -0.061 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.450W+H -0.1370 -0.137 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.525E+H -0.1370 -0.137 8.174 ftftinin 8.174 +0.60D+0.60W+0.60H -0.0368 -0.037 8.174 ftftinin 8.174 +0.60D+0.70E+0.60H -0.0368 -0.037 8.174 ftftinin 8.174 D Only -0.0614 -0.061 8.174 ftftinin 8.174 Lr Only 0.0000 0.000 0.000 ftftinin 0.000 L Only 0.0000 0.000 0.000 ftftinin 0.000 S Only -0.1008 -0.101 8.174 ftftinin 8.174 W Only 0.0000 0.000 0.000 ftftinin 0.000 E Only 0.0000 0.000 0.000 ftftinin 0.000 H Only 0.0000 0.000 0.000 ftftinin 0.000 . SC-10 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C3 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: Printed: 3 NOV 2014, 4:52PM Project Descr: Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth = 5.000 in R yy = 1.930 in J = 25.800 in^4 Width = 5.000 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 Weight = 15.584 plf I xx = 16.00 in^4 S xx = 6.41 in^3 I yy = 16.000 in^4 C = 10.500 in^3 S yy = 6.410 in^3 Ycg = 0.000 in 5.00in 5 . 0 0 i n Y X Load 1 He i g h t = 1 4 . 0 f t 41.20k Loads are total entered value. Arrows do not reflect absolute direction. SC-11 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C4 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: Printed: 3 NOV 2014, 4:54PM Project Descr: .Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14.0Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS4x4x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 14 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 14 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 170.531 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 7.0, S = 8.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5768 Location of max.above base 13.906 ft 15.171 k 40.812 k -1.242 k-ft Load Combination +D+S+H Load Combination +D+S+H 10.765 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.08929 k 0.003512 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 10.765 k-ft -1.242 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum SERVICE Load Reactions . . (see tab for all) Top along X-X 0.08929 kBottom along X-X 0.08929 k Top along Y-Y 0.08929 kBottom along Y-Y 0.08929 k Maximum SERVICE Load Deflections . . . Along Y-Y -0.1211 in at 8.175ft above basefor load combination :+D+S+H Along X-X -0.1211 in at 8.175ft above base for load combination :+D+S+H 25.423 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results +D+H PASS PASS 13.91 0.002 0.00 ftft 0.195+D+L+H PASS PASS 13.91 0.002 0.00 ftft 0.195 +D+Lr+H PASS PASS 13.91 0.002 0.00 ftft 0.195+D+S+H PASS PASS 13.91 0.004 0.00 ftft 0.577 +D+0.750Lr+0.750L+H PASS PASS 13.91 0.002 0.00 ftft 0.195 +D+0.750L+0.750S+H PASS PASS 13.91 0.003 0.00 ftft 0.500+D+0.60W+H PASS PASS 13.91 0.002 0.00 ftft 0.195 +D+0.70E+H PASS PASS 13.91 0.002 0.00 ftft 0.195+D+0.750Lr+0.750L+0.450W+H PASS PASS 13.91 0.002 0.00 ftft 0.195 +D+0.750L+0.750S+0.450W+H PASS PASS 13.91 0.003 0.00 ftft 0.500+D+0.750L+0.750S+0.5250E+H PASS PASS 13.91 0.003 0.00 ftft 0.500 +0.60D+0.60W+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.117 +0.60D+0.70E+0.60H PASS PASS 13.91 0.001 0.00 ftft 0.117 .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+H 0.042 7.171 kk 0.042 0.042 0.042 SC-12 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C4 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: Printed: 3 NOV 2014, 4:54PM Project Descr: Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions k+D+L+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+Lr+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+S+H 0.089 15.171 kk 0.089 0.089 0.089 k+D+0.750Lr+0.750L+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+0.750L+0.750S+H 0.077 13.171 kk 0.077 0.077 0.077 k+D+0.60W+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+0.70E+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+0.750L+0.750Lr+0.450W+H 0.042 7.171 kk 0.042 0.042 0.042 k+D+0.750L+0.750S+0.450W+H 0.077 13.171 kk 0.077 0.077 0.077 k+D+0.750L+0.750S+0.525E+H 0.077 13.171 kk 0.077 0.077 0.077 k+0.60D+0.60W+0.60H 0.025 4.302 kk 0.025 0.025 0.025 k+0.60D+0.70E+0.60H 0.025 4.302 kk 0.025 0.025 0.025 kD Only 0.042 7.171 kk 0.042 0.042 0.042 kLr Only kk kL Only kk kS Only 0.048 8.000 kk 0.048 0.048 0.048 kW Only kk kE Only kk kH Only kk .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+L+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+Lr+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+S+H -0.1211 -0.121 8.174 ftftinin 8.174 +D+0.750Lr+0.750L+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+0.750L+0.750S+H -0.1050 -0.105 8.174 ftftinin 8.174 +D+0.60W+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+0.70E+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+0.750L+0.750Lr+0.450W+H -0.0565 -0.057 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.450W+H -0.1050 -0.105 8.174 ftftinin 8.174 +D+0.750L+0.750S+0.525E+H -0.1050 -0.105 8.174 ftftinin 8.174 +0.60D+0.60W+0.60H -0.0339 -0.034 8.174 ftftinin 8.174 +0.60D+0.70E+0.60H -0.0339 -0.034 8.174 ftftinin 8.174 D Only -0.0565 -0.057 8.174 ftftinin 8.174 Lr Only 0.0000 0.000 0.000 ftftinin 0.000 L Only 0.0000 0.000 0.000 ftftinin 0.000 S Only -0.0646 -0.065 8.174 ftftinin 8.174 W Only 0.0000 0.000 0.000 ftftinin 0.000 E Only 0.0000 0.000 0.000 ftftinin 0.000 H Only 0.0000 0.000 0.000 ftftinin 0.000 . SC-13 Steel Column ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver:6.14.9.18 Licensee : BHB CONSULTING ENGINEERSLic. # : KW-06005009 File = O:\Engineer\Calculations\__2014\14780 - MACU Logan, UT\Calculations\Logan.ec6 Description :Column C4 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: Printed: 3 NOV 2014, 4:54PM Project Descr: Steel Section Properties :HSS4x4x1/4 R xx = 1.520 in Depth = 4.000 in R yy = 1.520 in J = 12.800 in^4 Width = 4.000 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 in^2 Weight = 12.181 plf I xx = 7.80 in^4 S xx = 3.90 in^3 I yy = 7.800 in^4 C = 6.560 in^3 S yy = 3.900 in^3 Ycg = 0.000 in 4.00in 4 . 0 0 i n Y X Load 1 He i g h t = 1 4 . 0 f t 15.0k Loads are total entered value. Arrows do not reflect absolute direction. SC-14 92 . 7 2. 4 4. 0 2. 4 k + 2 . 3 k ( f r o m c a n o p y ) E Q 82.9 2.6k + 0.9k (from canopy) EQ 2.6k + 0.9k (from canopy) EQ 0.373 C 0.057 0.041 .041 .041 35 27.0 82.9 92.7 Rexburg, ID Rexburg, ID Rexburg, ID Rexburg, ID Rexburg, ID Rexburg, ID Rexburg, ID