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Home My WebLink AboutB11-0496 Structural Calcs approved Received By Lynne Campbell at 11:17 am, Jan 13, 2014 B11-0701 Reviewed for Code Compliance Code: 2012 International Building Code (IBC) Structural Engineering Calculations Index Town of Vail Strata Vail 1. Floor Beam Reframing………………………………………………………………......…Page 1 2. Lateral Loads and Applied Forces……………………………………………………Page 97 3. Lateral Steel Code Check……………………………………………………………….Page 126 4. Lateral Shear Wall Code Check……………………………………………………..Page 219 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 3.5 (Upper Beam) S2.08B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W12x65 Span = 30.0 ftW12x65 D(0.175) L(0.7) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 7.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.446: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.000ft 14.10 k Mn / Omega : Allowable 237.004 k-ft Vn/Omega : Allowable W12x65Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 94.380 k Section used for this span W12x65 Ma : Applied Maximum Shear Stress Ratio = 0.149 : 1 0.000 ft 105.752 k-ft Va : Applied 0 <360 322 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.832 in 432Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.117 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 30.00 ft 1 0.114 0.038 27.00 27.00 395.80 237.001.001.00 3.60 141.57 94.38 +D+L+H Dsgn. L = 30.00 ft 1 0.446 0.149 105.75 105.75 395.80 237.001.001.00 14.10 141.57 94.38 +D+Lr+H Dsgn. L = 30.00 ft 1 0.114 0.038 27.00 27.00 395.80 237.001.001.00 3.60 141.57 94.38 +D+S+H Dsgn. L = 30.00 ft 1 0.114 0.038 27.00 27.00 395.80 237.001.001.00 3.60 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 +D+W+H Dsgn. L = 30.00 ft 1 0.114 0.038 27.00 27.00 395.80 237.001.001.00 3.60 141.57 94.38 +D+0.70E+H Dsgn. L = 30.00 ft 1 0.114 0.038 27.00 27.00 395.80 237.001.001.00 3.60 141.57 94.38 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 +D+0.750L+0.750S+0.750W+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 ft 1 0.363 0.122 86.06 86.06 395.80 237.001.001.00 11.48 141.57 94.38 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 3.5 (Upper Beam) S2.08B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 30.00 ft 1 0.068 0.023 16.20 16.20 395.80 237.001.001.00 2.16 141.57 94.38 +0.60D+0.70E+H Dsgn. L = 30.00 ft 1 0.068 0.023 16.20 16.20 395.80 237.001.001.00 2.16 141.57 94.38 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 1.1172 15.150 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 14.100 14.100 D Only 3.600 3.600 L Only 10.500 10.500 D+L 14.100 14.100 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 3.5 (Low Beam) S2.08B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W16x67 Span = 29.50 ftW16x67 D(0.3) L(1.2) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 12.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.526: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 14.750ft 23.114 k Mn / Omega : Allowable 324.351 k-ft Vn/Omega : Allowable W16x67Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 128.770 k Section used for this span W16x67 Ma : Applied Maximum Shear Stress Ratio = 0.179 : 1 0.000 ft 170.467 k-ft Va : Applied 0 <360 364 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.744 in 475Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.973 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 29.50 ft 1 0.123 0.042 39.93 39.93 541.67 324.351.001.00 5.41 193.16 128.77 +D+L+H Dsgn. L = 29.50 ft 1 0.526 0.179 170.47 170.47 541.67 324.351.001.00 23.11 193.16 128.77 +D+Lr+H Dsgn. L = 29.50 ft 1 0.123 0.042 39.93 39.93 541.67 324.351.001.00 5.41 193.16 128.77 +D+S+H Dsgn. L = 29.50 ft 1 0.123 0.042 39.93 39.93 541.67 324.351.001.00 5.41 193.16 128.77 +D+0.750Lr+0.750L+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 +D+0.750L+0.750S+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 +D+W+H Dsgn. L = 29.50 ft 1 0.123 0.042 39.93 39.93 541.67 324.351.001.00 5.41 193.16 128.77 +D+0.70E+H Dsgn. L = 29.50 ft 1 0.123 0.042 39.93 39.93 541.67 324.351.001.00 5.41 193.16 128.77 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 +D+0.750L+0.750S+0.750W+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.50 ft 1 0.425 0.145 137.83 137.83 541.67 324.351.001.00 18.69 193.16 128.77 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 3.5 (Low Beam) S2.08B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 29.50 ft 1 0.074 0.025 23.96 23.96 541.67 324.351.001.00 3.25 193.16 128.77 +0.60D+0.70E+H Dsgn. L = 29.50 ft 1 0.074 0.025 23.96 23.96 541.67 324.351.001.00 3.25 193.16 128.77 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 0.9729 14.898 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 23.114 23.114 D Only 5.414 5.414 L Only 17.700 17.700 D+L 23.114 23.114 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 4.7 on S2.08B (Low Beam) Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W16x100 Span = 35.0 ftW16x100 D(15)D(0.36) L(1.2) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.10 ksf, Tributary Width = 12.0 ft Point Load : D = 15.0 k @ 16.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.774: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 16.100ft 37.20 k Mn / Omega : Allowable 494.012 k-ft Vn/Omega : Allowable W16x100Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 198.90 k Section used for this span W16x100 Ma : Applied Maximum Shear Stress Ratio = 0.187 : 1 0.000 ft 382.224 k-ft Va : Applied 0 <360 228 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.944 in 444Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.842 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 35.00 ft 1 0.404 0.081 199.65 199.65 825.00 494.011.001.00 16.20 298.35 198.90 +D+L+H Dsgn. L = 35.00 ft 1 0.774 0.187 382.22 382.22 825.00 494.011.001.00 37.20 298.35 198.90 +D+Lr+H Dsgn. L = 35.00 ft 1 0.404 0.081 199.65 199.65 825.00 494.011.001.00 16.20 298.35 198.90 +D+S+H Dsgn. L = 35.00 ft 1 0.404 0.081 199.65 199.65 825.00 494.011.001.00 16.20 298.35 198.90 +D+0.750Lr+0.750L+H Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +D+0.750L+0.750S+H Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +D+W+H Dsgn. L = 35.00 ft 1 0.404 0.081 199.65 199.65 825.00 494.011.001.00 16.20 298.35 198.90 +D+0.70E+H Dsgn. L = 35.00 ft 1 0.404 0.081 199.65 199.65 825.00 494.011.001.00 16.20 298.35 198.90 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +D+0.750L+0.750S+0.750W+H Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +D+0.750L+0.750S+0.5250E+H Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B6 and 4.7 on S2.08B (Low Beam) Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length Dsgn. L = 35.00 ft 1 0.681 0.161 336.58 336.58 825.00 494.011.001.00 31.95 298.35 198.90 +0.60D+W+H Dsgn. L = 35.00 ft 1 0.242 0.049 119.79 119.79 825.00 494.011.001.00 9.72 298.35 198.90 +0.60D+0.70E+H Dsgn. L = 35.00 ft 1 0.242 0.049 119.79 119.79 825.00 494.011.001.00 9.72 298.35 198.90 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 1.8422 17.500 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 37.200 35.914 D Only 16.200 14.914 L Only 21.000 21.000 D+L 37.200 35.914 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A12 and 14.6 (High Beam) S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W16x89 Span = 30.0 ftW16x89 D(0.65) L(1.3) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.050, L = 0.10 ksf, Tributary Width = 13.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.525: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.000ft 30.588 k Mn / Omega : Allowable 436.627 k-ft Vn/Omega : Allowable W16x89Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 176.40 k Section used for this span W16x89 Ma : Applied Maximum Shear Stress Ratio = 0.173 : 1 0.000 ft 229.408 k-ft Va : Applied 0 <360 362 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.633 in 568Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.994 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 30.00 ft 1 0.190 0.063 83.16 83.16 729.17 436.631.001.00 11.09 264.60 176.40 +D+L+H Dsgn. L = 30.00 ft 1 0.525 0.173 229.41 229.41 729.17 436.631.001.00 30.59 264.60 176.40 +D+Lr+H Dsgn. L = 30.00 ft 1 0.190 0.063 83.16 83.16 729.17 436.631.001.00 11.09 264.60 176.40 +D+S+H Dsgn. L = 30.00 ft 1 0.190 0.063 83.16 83.16 729.17 436.631.001.00 11.09 264.60 176.40 +D+0.750Lr+0.750L+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 +D+W+H Dsgn. L = 30.00 ft 1 0.190 0.063 83.16 83.16 729.17 436.631.001.00 11.09 264.60 176.40 +D+0.70E+H Dsgn. L = 30.00 ft 1 0.190 0.063 83.16 83.16 729.17 436.631.001.00 11.09 264.60 176.40 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 +D+0.750L+0.750S+0.750W+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 ft 1 0.442 0.146 192.85 192.85 729.17 436.631.001.00 25.71 264.60 176.40 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A12 and 14.6 (High Beam) S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 30.00 ft 1 0.114 0.038 49.89 49.89 729.17 436.631.001.00 6.65 264.60 176.40 +0.60D+0.70E+H Dsgn. L = 30.00 ft 1 0.114 0.038 49.89 49.89 729.17 436.631.001.00 6.65 264.60 176.40 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 0.9937 15.150 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 30.588 30.588 D Only 11.088 11.088 L Only 19.500 19.500 D+L 30.588 30.588 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A12 and 14.6 (Low Beam) S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W16x89 Span = 30.0 ftW16x89 D(0.7) L(1.4) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.050, L = 0.10 ksf, Tributary Width = 14.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.564: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.000ft 32.838 k Mn / Omega : Allowable 436.627 k-ft Vn/Omega : Allowable W16x89Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 176.40 k Section used for this span W16x89 Ma : Applied Maximum Shear Stress Ratio = 0.186 : 1 0.000 ft 246.283 k-ft Va : Applied 0 <360 337 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.682 in 527Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 1.067 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 30.00 ft 1 0.203 0.067 88.78 88.78 729.17 436.631.001.00 11.84 264.60 176.40 +D+L+H Dsgn. L = 30.00 ft 1 0.564 0.186 246.28 246.28 729.17 436.631.001.00 32.84 264.60 176.40 +D+Lr+H Dsgn. L = 30.00 ft 1 0.203 0.067 88.78 88.78 729.17 436.631.001.00 11.84 264.60 176.40 +D+S+H Dsgn. L = 30.00 ft 1 0.203 0.067 88.78 88.78 729.17 436.631.001.00 11.84 264.60 176.40 +D+0.750Lr+0.750L+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 +D+W+H Dsgn. L = 30.00 ft 1 0.203 0.067 88.78 88.78 729.17 436.631.001.00 11.84 264.60 176.40 +D+0.70E+H Dsgn. L = 30.00 ft 1 0.203 0.067 88.78 88.78 729.17 436.631.001.00 11.84 264.60 176.40 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 +D+0.750L+0.750S+0.750W+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 ft 1 0.474 0.156 206.91 206.91 729.17 436.631.001.00 27.59 264.60 176.40 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A12 and 14.6 (Low Beam) S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 30.00 ft 1 0.122 0.040 53.27 53.27 729.17 436.631.001.00 7.10 264.60 176.40 +0.60D+0.70E+H Dsgn. L = 30.00 ft 1 0.122 0.040 53.27 53.27 729.17 436.631.001.00 7.10 264.60 176.40 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 1.0668 15.150 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 32.838 32.838 D Only 11.838 11.838 L Only 21.000 21.000 D+L 32.838 32.838 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x190 18.0 ft 4.5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x190 W12x190 30.50 ft D(0.72) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.040, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.319: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.250ft 52.936k100 Mn / Omega : Allowable k-ft1,264.60 Vn/Omega : Allowable W12x190 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 305.280kCompositePre-Composite Section used for this span W12x190 Mu : Applied Maximum Shear Stress Ratio = 0.173: 1 0.0ft775.95 k-ft110.606403.635 Vu : Applied Pre-Composite Deflection Ratio 1071 Composite Deflection Ratio 387 Maximum Deflection Max Downward Pre-Composite 0.342in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.945in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 15.25 ft use 126 studs. From 15.25 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 30.5 ft 1 0.143 0.048 110.61 775.95 14.51 305.28 Post Composite : D Only Span L = 30.5 ft 1 0.154 0.083 194.33 1,264.59 25.49 305.28 Post Composite : +D+L+H Span L = 30.5 ft 1 0.319 0.173 403.63 1,264.59 52.94 305.28 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 30.5 ft 1 0.154 0.083 194.33 1,264.59 25.49 305.28 Post Composite : +D+S+H Span L = 30.5 ft 1 0.154 0.083 194.33 1,264.59 25.49 305.28 Post Composite : +D+0.750Lr+0.750L+ Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +D+0.750L+0.750S+H Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +D+W+H Span L = 30.5 ft 1 0.154 0.083 194.33 1,264.59 25.49 305.28 Post Composite : +D+0.70E+H Span L = 30.5 ft 1 0.154 0.083 194.33 1,264.59 25.49 305.28 Post Composite : +D+0.750Lr+0.750L+ Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +D+0.750L+0.750S+0 Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +D+0.750Lr+0.750L+ Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +D+0.750L+0.750S+0 Span L = 30.5 ft 1 0.278 0.151 351.31 1,264.59 46.07 305.28 Post Composite : +0.60D+W+H Span L = 30.5 ft 1 0.092 0.050 116.60 1,264.59 15.29 305.28 Post Composite : +0.60D+0.70E+H Span L = 30.5 ft 1 0.092 0.050 116.60 1,264.59 15.29 305.28 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 15.453 0.3415 0.000 0.342 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 15.453 0.3415 0.000 0.342 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 15.453 0.3415 0.291 0.632 3,903.62 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + L Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + Lr + L Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + L + S Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + L + W + S/2 Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + L + S + W/2 Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 3,903.62 Postcomposite : D + L + S + E/1.4 Downward 1 15.453 0.3415 0.603 0.945 3,903.62 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 3,903.62 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 67.441 67.441 Precomposite Loads 14.506 14.506 Precomposite minus Construction 14.506 14.506 Postcomposite : D + Lr 39.991 39.991 Postcomposite : D + L 67.441 67.441 Postcomposite : D + Lr + L 67.441 67.441 Postcomposite : D + L + S 67.441 67.441 Postcomposite : D + L + W + S/2 67.441 67.441 Postcomposite : D + L + S + W/2 67.441 67.441 Postcomposite : D + L + S + E/1.4 67.441 67.441 .Steel Section Properties :W12x190 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x190 R xx= 3.250in Depth= 14.400 in R yy= 5.820 in Zy= 143.000 in^3 J= 48.800 in^4 Flange Width= 12.700 in Flange Thick = 1.740 inZx= 311.000 in^3 Area = 55.800 in^2 Weight= 189.943 plf = I xx= 1,890.00 in^4 S xx= 263.00 in^3Web Thick= 1.060 in I yy= 589.000 in^4 S yy 93.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,890.0126 13.287 3,903.6 100.0 1377.000 5,046.2 2,111.87 PNA in Flange 1,890.0119 13.233 3,858.4 95.0 1308.150 5,046.2 2,080.20 PNA in Flange 1,890.0113 13.179 3,809.3 90.0 1239.300 5,046.2 2,048.21 PNA in Flange 1,890.0107 13.125 3,756.0 85.0 1170.450 5,046.2 2,015.91 PNA in Flange 1,890.0101 13.071 3,698.4 80.0 1101.600 5,046.2 1,983.30 PNA in Flange 1,890.0 94 13.016 3,636.1 75.0 1032.750 5,046.2 1,950.38 PNA in Flange 1,890.0 88 12.962 3,569.0 70.0 963.900 5,046.2 1,917.15 PNA in Flange 1,890.0 82 12.908 3,496.6 65.0 895.050 5,046.2 1,883.61 PNA in Flange 1,890.0 76 12.854 3,418.6 60.0 826.200 5,046.2 1,849.76 PNA in Flange 1,890.0 69 12.799 3,334.8 55.0 757.350 5,046.2 1,815.60 PNA in Flange 1,890.0 63 12.745 3,244.7 50.0 688.500 5,046.2 1,781.12 PNA in Flange 1,890.0 57 12.691 3,147.9 45.0 619.650 5,046.2 1,746.34 PNA in Web 1,890.0 51 12.383 3,044.0 40.0 550.800 5,046.2 1,710.94 PNA in Web 1,890.0 44 11.733 2,932.6 35.0 481.950 5,046.2 1,672.37 PNA in Web 1,890.0 38 11.084 2,813.0 30.0 413.100 5,046.2 1,630.07 PNA in Web 1,890.0 32 10.434 2,684.8 25.0 344.250 5,046.2 1,584.05 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x65 16.0 ft 4.5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x65 W12x65 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.548: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.013k100 Mn / Omega : Allowable k-ft456.280 Vn/Omega : Allowable W12x65 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 94.380kCompositePre-Composite Section used for this span W12x65 Mu : Applied Maximum Shear Stress Ratio = 0.392: 1 0.0ft241.517 k-ft67.586249.836 Vu : Applied Pre-Composite Deflection Ratio 558 Composite Deflection Ratio 232 Maximum Deflection Max Downward Pre-Composite 0.580in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 1.391in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 87 studs. From 13.50 ft to Support 2 use 87 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.280 0.106 67.59 241.52 10.01 94.38 Post Composite : D Only Span L = 27 ft 1 0.228 0.163 104.04 456.28 15.41 94.38 Post Composite : +D+L+H Span L = 27 ft 1 0.548 0.392 249.84 456.28 37.01 94.38 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.228 0.163 104.04 456.28 15.41 94.38 Post Composite : +D+S+H Span L = 27 ft 1 0.228 0.163 104.04 456.28 15.41 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +D+W+H Span L = 27 ft 1 0.228 0.163 104.04 456.28 15.41 94.38 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.228 0.163 104.04 456.28 15.41 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.468 0.335 213.39 456.28 31.61 94.38 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.137 0.098 62.42 456.28 9.25 94.38 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.137 0.098 62.42 456.28 9.25 94.38 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.5799 0.000 0.580 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.5799 0.000 0.580 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.5799 0.338 0.918 1,408.50 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + L Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + Lr + L Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + L + S Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 1,408.50 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.5799 0.811 1.391 1,408.50 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 1,408.50 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 47.025 47.025 Precomposite Loads 10.013 10.013 Precomposite minus Construction 10.013 10.013 Postcomposite : D + Lr 25.425 25.425 Postcomposite : D + L 47.025 47.025 Postcomposite : D + Lr + L 47.025 47.025 Postcomposite : D + L + S 47.025 47.025 Postcomposite : D + L + W + S/2 47.025 47.025 Postcomposite : D + L + S + W/2 47.025 47.025 Postcomposite : D + L + S + E/1.4 47.025 47.025 .Steel Section Properties :W12x65 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.07B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x65 R xx= 3.020in Depth= 12.100 in R yy= 5.280 in Zy= 44.100 in^3 J= 2.180 in^4 Flange Width= 12.000 in Flange Thick = 0.605 inZx= 96.800 in^3 Area = 19.100 in^2 Weight= 65.016 plf = I xx= 533.00 in^4 S xx= 87.90 in^3Web Thick= 0.390 in I yy= 174.000 in^4 S yy 29.100 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Slab 533.0 87 14.649 1,408.5 100.0 955.000 1,769.9 761.99 PNA in Flange 533.0 83 12.060 1,394.8 95.0 907.250 1,769.9 813.10 PNA in Flange 533.0 79 12.020 1,379.4 90.0 859.500 1,769.9 795.64 PNA in Flange 533.0 74 11.981 1,362.3 85.0 811.750 1,769.9 778.04 PNA in Flange 533.0 70 11.941 1,343.3 80.0 764.000 1,769.9 760.29 PNA in Flange 533.0 66 11.901 1,322.1 75.0 716.250 1,769.9 742.40 PNA in Flange 533.0 61 11.861 1,298.7 70.0 668.500 1,769.9 724.36 PNA in Flange 533.0 57 11.821 1,272.8 65.0 620.750 1,769.9 706.18 PNA in Flange 533.0 53 11.782 1,244.2 60.0 573.000 1,769.9 687.85 PNA in Flange 533.0 48 11.742 1,212.6 55.0 525.250 1,769.9 669.39 PNA in Flange 533.0 44 11.702 1,177.6 50.0 477.500 1,769.9 650.79 PNA in Flange 533.0 40 11.662 1,139.0 45.0 429.750 1,769.9 632.06 PNA in Flange 533.0 35 11.623 1,096.3 40.0 382.000 1,769.9 613.19 PNA in Flange 533.0 31 11.583 1,049.1 35.0 334.250 1,769.9 594.19 PNA in Flange 533.0 27 11.543 996.8 30.0 286.500 1,769.9 575.07 PNA in Flange 533.0 22 11.503 938.8 25.0 238.750 1,769.9 555.82 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x152 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x152 W12x152 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.274: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.706k100 Mn / Omega : Allowable k-ft1,051.37 Vn/Omega : Allowable W12x152 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 238.380kCompositePre-Composite Section used for this span W12x152 Mu : Applied Maximum Shear Stress Ratio = 0.179: 1 0.0ft606.29 k-ft83.234288.266 Vu : Applied Pre-Composite Deflection Ratio 1217 Composite Deflection Ratio 474 Maximum Deflection Max Downward Pre-Composite 0.266in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.682in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.137 0.052 83.23 606.29 12.33 238.38 Post Composite : D Only Span L = 27 ft 1 0.118 0.077 124.24 1,051.37 18.41 238.38 Post Composite : +D+L+H Span L = 27 ft 1 0.274 0.179 288.27 1,051.37 42.71 238.38 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.118 0.077 124.24 1,051.37 18.41 238.38 Post Composite : +D+S+H Span L = 27 ft 1 0.118 0.077 124.24 1,051.37 18.41 238.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +D+W+H Span L = 27 ft 1 0.118 0.077 124.24 1,051.37 18.41 238.38 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.118 0.077 124.24 1,051.37 18.41 238.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.235 0.154 247.26 1,051.37 36.63 238.38 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.071 0.046 74.54 1,051.37 11.04 238.38 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.071 0.046 74.54 1,051.37 11.04 238.38 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.2662 0.000 0.266 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.2662 0.000 0.266 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.2662 0.179 0.446 3,168.35 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + L Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + Lr + L Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + L + S Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 3,168.35 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.2662 0.416 0.682 3,168.35 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 3,168.35 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 55.037 55.037 Precomposite Loads 12.331 12.331 Precomposite minus Construction 12.331 12.331 Postcomposite : D + Lr 30.737 30.737 Postcomposite : D + L 55.037 55.037 Postcomposite : D + Lr + L 55.037 55.037 Postcomposite : D + L + S 55.037 55.037 Postcomposite : D + L + W + S/2 55.037 55.037 Postcomposite : D + L + S + W/2 55.037 55.037 Postcomposite : D + L + S + E/1.4 55.037 55.037 .Steel Section Properties :W12x152 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x152 R xx= 3.190in Depth= 13.700 in R yy= 5.660 in Zy= 111.000 in^3 J= 25.800 in^4 Flange Width= 12.500 in Flange Thick = 1.400 inZx= 243.000 in^3 Area = 44.700 in^2 Weight= 152.159 plf = I xx= 1,430.00 in^4 S xx= 209.00 in^3Web Thick= 0.870 in I yy= 454.000 in^4 S yy 72.800 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,430.0126 13.014 3,168.3 100.0 1377.000 4,050.5 1,755.79 PNA in Flange 1,430.0119 12.959 3,134.4 95.0 1308.150 4,050.5 1,726.67 PNA in Flange 1,430.0113 12.903 3,097.0 90.0 1239.300 4,050.5 1,697.24 PNA in Flange 1,430.0107 12.848 3,055.9 85.0 1170.450 4,050.5 1,667.51 PNA in Flange 1,430.0101 12.793 3,010.9 80.0 1101.600 4,050.5 1,637.46 PNA in Flange 1,430.0 94 12.738 2,961.7 75.0 1032.750 4,050.5 1,607.10 PNA in Flange 1,430.0 88 12.683 2,907.9 70.0 963.900 4,050.5 1,576.42 PNA in Flange 1,430.0 82 12.628 2,849.3 65.0 895.050 4,050.5 1,545.44 PNA in Flange 1,430.0 76 12.573 2,785.5 60.0 826.200 4,050.5 1,514.15 PNA in Flange 1,430.0 69 12.518 2,716.2 55.0 757.350 4,050.5 1,482.55 PNA in Flange 1,430.0 63 12.463 2,640.9 50.0 688.500 4,050.5 1,450.65 PNA in Flange 1,430.0 57 12.408 2,559.1 45.0 619.650 4,050.5 1,418.43 PNA in Flange 1,430.0 51 12.353 2,470.4 40.0 550.800 4,050.5 1,385.91 PNA in Flange 1,430.0 44 12.298 2,374.2 35.0 481.950 4,050.5 1,353.08 PNA in Web 1,430.0 38 11.474 2,269.9 30.0 413.100 4,050.5 1,317.63 PNA in Web 1,430.0 32 10.682 2,156.8 25.0 344.250 4,050.5 1,277.63 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.304: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft839.51 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 413 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.784in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 112 studs. From 13.50 ft to Support 2 use 112 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.304 0.203 254.86 839.51 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.203 0.513 2,458.30 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.06B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0112 12.660 2,458.3 100.0 1224.000 3,120.3 1,401.98 PNA in Flange 1,070.0106 12.610 2,433.7 95.0 1162.800 3,120.3 1,377.43 PNA in Flange 1,070.0101 12.561 2,406.3 90.0 1101.600 3,120.3 1,352.62 PNA in Flange 1,070.0 95 12.511 2,375.9 85.0 1040.400 3,120.3 1,327.56 PNA in Flange 1,070.0 90 12.461 2,342.2 80.0 979.200 3,120.3 1,302.26 PNA in Flange 1,070.0 84 12.411 2,305.1 75.0 918.000 3,120.3 1,276.72 PNA in Flange 1,070.0 78 12.362 2,264.3 70.0 856.800 3,120.3 1,250.93 PNA in Flange 1,070.0 73 12.312 2,219.5 65.0 795.600 3,120.3 1,224.89 PNA in Flange 1,070.0 67 12.262 2,170.4 60.0 734.400 3,120.3 1,198.61 PNA in Flange 1,070.0 62 12.212 2,116.6 55.0 673.200 3,120.3 1,172.08 PNA in Flange 1,070.0 56 12.163 2,057.8 50.0 612.000 3,120.3 1,145.31 PNA in Flange 1,070.0 51 12.113 1,993.4 45.0 550.800 3,120.3 1,118.30 PNA in Flange 1,070.0 45 12.063 1,923.2 40.0 489.600 3,120.3 1,091.05 PNA in Flange 1,070.0 39 12.013 1,846.5 35.0 428.400 3,120.3 1,063.56 PNA in Web 1,070.0 34 11.532 1,762.8 30.0 367.200 3,120.3 1,035.24 PNA in Web 1,070.0 28 10.670 1,671.3 25.0 306.000 3,120.3 1,002.97 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.273: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft932.29 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 436 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.742in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 149 studs. From 13.50 ft to Support 2 use 149 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.273 0.203 254.86 932.29 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.185 0.495 2,698.74 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.05B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0149 12.992 2,698.7 100.0 1632.000 3,240.0 1,556.93 PNA in Flange 1,070.0141 12.926 2,675.7 95.0 1550.400 3,240.0 1,526.46 PNA in Flange 1,070.0134 12.859 2,649.4 90.0 1468.800 3,240.0 1,495.55 PNA in Flange 1,070.0127 12.793 2,619.6 85.0 1387.200 3,240.0 1,464.19 PNA in Flange 1,070.0119 12.727 2,586.0 80.0 1305.600 3,240.0 1,432.40 PNA in Flange 1,070.0112 12.660 2,548.2 75.0 1224.000 3,240.0 1,400.16 PNA in Flange 1,070.0104 12.594 2,506.0 70.0 1142.400 3,240.0 1,367.48 PNA in Flange 1,070.0 97 12.527 2,458.8 65.0 1060.800 3,240.0 1,334.36 PNA in Flange 1,070.0 90 12.461 2,406.3 60.0 979.200 3,240.0 1,300.80 PNA in Flange 1,070.0 82 12.395 2,347.9 55.0 897.600 3,240.0 1,266.81 PNA in Flange 1,070.0 75 12.328 2,282.9 50.0 816.000 3,240.0 1,232.38 PNA in Flange 1,070.0 67 12.262 2,210.8 45.0 734.400 3,240.0 1,197.51 PNA in Flange 1,070.0 60 12.196 2,130.8 40.0 652.800 3,240.0 1,162.21 PNA in Flange 1,070.0 52 12.129 2,042.0 35.0 571.200 3,240.0 1,126.48 PNA in Flange 1,070.0 45 12.063 1,943.5 30.0 489.600 3,240.0 1,090.32 PNA in Flange 1,070.0 38 11.997 1,834.2 25.0 408.000 3,240.0 1,053.73 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 5 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.273: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft932.29 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 436 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.742in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 149 studs. From 13.50 ft to Support 2 use 149 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.273 0.203 254.86 932.29 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.185 0.495 2,698.74 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.04B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0149 12.992 2,698.7 100.0 1632.000 3,240.0 1,556.93 PNA in Flange 1,070.0141 12.926 2,675.7 95.0 1550.400 3,240.0 1,526.46 PNA in Flange 1,070.0134 12.859 2,649.4 90.0 1468.800 3,240.0 1,495.55 PNA in Flange 1,070.0127 12.793 2,619.6 85.0 1387.200 3,240.0 1,464.19 PNA in Flange 1,070.0119 12.727 2,586.0 80.0 1305.600 3,240.0 1,432.40 PNA in Flange 1,070.0112 12.660 2,548.2 75.0 1224.000 3,240.0 1,400.16 PNA in Flange 1,070.0104 12.594 2,506.0 70.0 1142.400 3,240.0 1,367.48 PNA in Flange 1,070.0 97 12.527 2,458.8 65.0 1060.800 3,240.0 1,334.36 PNA in Flange 1,070.0 90 12.461 2,406.3 60.0 979.200 3,240.0 1,300.80 PNA in Flange 1,070.0 82 12.395 2,347.9 55.0 897.600 3,240.0 1,266.81 PNA in Flange 1,070.0 75 12.328 2,282.9 50.0 816.000 3,240.0 1,232.38 PNA in Flange 1,070.0 67 12.262 2,210.8 45.0 734.400 3,240.0 1,197.51 PNA in Flange 1,070.0 60 12.196 2,130.8 40.0 652.800 3,240.0 1,162.21 PNA in Flange 1,070.0 52 12.129 2,042.0 35.0 571.200 3,240.0 1,126.48 PNA in Flange 1,070.0 45 12.063 1,943.5 30.0 489.600 3,240.0 1,090.32 PNA in Flange 1,070.0 38 11.997 1,834.2 25.0 408.000 3,240.0 1,053.73 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.03B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.273: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft932.29 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 436 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.742in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 149 studs. From 13.50 ft to Support 2 use 149 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.273 0.203 254.86 932.29 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.03B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.117 0.087 109.06 932.29 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.234 0.174 218.41 932.29 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.070 0.052 65.44 932.29 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.185 0.495 2,698.74 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.432 0.742 2,698.74 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,698.74 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.03B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0149 12.992 2,698.7 100.0 1632.000 3,240.0 1,556.93 PNA in Flange 1,070.0141 12.926 2,675.7 95.0 1550.400 3,240.0 1,526.46 PNA in Flange 1,070.0134 12.859 2,649.4 90.0 1468.800 3,240.0 1,495.55 PNA in Flange 1,070.0127 12.793 2,619.6 85.0 1387.200 3,240.0 1,464.19 PNA in Flange 1,070.0119 12.727 2,586.0 80.0 1305.600 3,240.0 1,432.40 PNA in Flange 1,070.0112 12.660 2,548.2 75.0 1224.000 3,240.0 1,400.16 PNA in Flange 1,070.0104 12.594 2,506.0 70.0 1142.400 3,240.0 1,367.48 PNA in Flange 1,070.0 97 12.527 2,458.8 65.0 1060.800 3,240.0 1,334.36 PNA in Flange 1,070.0 90 12.461 2,406.3 60.0 979.200 3,240.0 1,300.80 PNA in Flange 1,070.0 82 12.395 2,347.9 55.0 897.600 3,240.0 1,266.81 PNA in Flange 1,070.0 75 12.328 2,282.9 50.0 816.000 3,240.0 1,232.38 PNA in Flange 1,070.0 67 12.262 2,210.8 45.0 734.400 3,240.0 1,197.51 PNA in Flange 1,070.0 60 12.196 2,130.8 40.0 652.800 3,240.0 1,162.21 PNA in Flange 1,070.0 52 12.129 2,042.0 35.0 571.200 3,240.0 1,126.48 PNA in Flange 1,070.0 45 12.063 1,943.5 30.0 489.600 3,240.0 1,090.32 PNA in Flange 1,070.0 38 11.997 1,834.2 25.0 408.000 3,240.0 1,053.73 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.02B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W27x194 6.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 6.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W27x194 W27x194 32.0 ft D(200) D(0.15) L(0.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 6.0 ft, Post Composite Only Point Load : D = 200.0 k @ 23.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.731: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 23.040ft 162.925k100 Mn / Omega : Allowable k-ft1,930.15 Vn/Omega : Allowable W27x194 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 421.50kCompositePre-Composite Section used for this span W27x194 Mu : Applied Maximum Shear Stress Ratio = 0.387: 1 32.0ft1,574.35 k-ft57.4031,411.70 Vu : Applied Pre-Composite Deflection Ratio 8185 Composite Deflection Ratio 507 Maximum Deflection Max Downward Pre-Composite 0.047in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.756in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 23.04 ft use 42 studs. From 23.04 ft to Support 2 use 42 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 32 ft 1 0.036 0.017 57.40 1,574.35 7.18 421.50 Post Composite : D Only Span L = 32 ft 1 0.699 0.156 1,349.77 1,930.14 65.83 421.50 Post Composite : +D+L+H Span L = 32 ft 1 0.731 0.179 1,411.70 1,930.14 75.43 421.50 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.02B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Post Composite : +D+Lr+H Span L = 32 ft 1 0.699 0.156 1,349.77 1,930.14 65.83 421.50 Post Composite : +D+S+H Span L = 32 ft 1 0.699 0.156 1,349.77 1,930.14 65.83 421.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +D+0.750L+0.750S+H Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +D+W+H Span L = 32 ft 1 0.699 0.156 1,349.77 1,930.14 65.83 421.50 Post Composite : +D+0.70E+H Span L = 32 ft 1 0.699 0.156 1,349.77 1,930.14 65.83 421.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +D+0.750L+0.750S+0 Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +D+0.750L+0.750S+0 Span L = 32 ft 1 0.723 0.173 1,396.22 1,930.14 73.03 421.50 Post Composite : +0.60D+W+H Span L = 32 ft 1 0.420 0.094 809.86 1,930.14 39.50 421.50 Post Composite : +0.60D+0.70E+H Span L = 32 ft 1 0.420 0.094 809.86 1,930.14 39.50 421.50 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 16.213 0.0469 0.000 0.047 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 16.213 0.0469 0.000 0.047 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 17.707 0.0464 0.662 0.708 10,227.52 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + L Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + Lr + L Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + L + S Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + L + W + S/2 Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + L + S + W/2 Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 10,227.52 Postcomposite : D + L + S + E/1.4 Downward 1 17.493 0.0465 0.709 0.756 10,227.52 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 10,227.52 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 82.601 170.101 Precomposite Loads 7.175 7.175 Precomposite minus Construction 7.175 7.175 Postcomposite : D + Lr 73.001 160.501 Postcomposite : D + L 82.601 170.101 Postcomposite : D + Lr + L 82.601 170.101 Postcomposite : D + L + S 82.601 170.101 Postcomposite : D + L + W + S/2 82.601 170.101 Postcomposite : D + L + S + W/2 82.601 170.101 Postcomposite : D + L + S + E/1.4 82.601 170.101 .Steel Section Properties :W27x194 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :B3 and 3 on S2.02B Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W27x194 R xx= 3.290in Depth= 28.100 in R yy= 11.700 in Zy= 136.000 in^3 J= 27.100 in^4 Flange Width= 14.000 in Flange Thick = 1.340 inZx= 631.000 in^3 Area = 57.200 in^2 Weight= 194.709 plf = I xx= 7,860.00 in^4 S xx= 559.00 in^3Web Thick= 0.750 in I yy= 619.000 in^4 S yy 88.100 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Web 7,860.0 42 19.760 10,227.5 100.0 459.000 12,237.3 3,223.34 PNA in Web 7,860.0 40 19.454 10,141.2 95.0 436.050 12,237.3 3,198.98 PNA in Web 7,860.0 38 19.148 10,052.0 90.0 413.100 12,237.3 3,174.03 PNA in Web 7,860.0 36 18.842 9,959.8 85.0 390.150 12,237.3 3,148.50 PNA in Web 7,860.0 34 18.536 9,864.6 80.0 367.200 12,237.3 3,122.38 PNA in Web 7,860.0 32 18.230 9,766.3 75.0 344.250 12,237.3 3,095.67 PNA in Web 7,860.0 30 17.924 9,664.8 70.0 321.300 12,237.3 3,068.38 PNA in Web 7,860.0 28 17.618 9,560.0 65.0 298.350 12,237.3 3,040.49 PNA in Web 7,860.0 26 17.312 9,451.9 60.0 275.400 12,237.3 3,012.02 PNA in Web 7,860.0 23 17.006 9,340.3 55.0 252.450 12,237.3 2,982.97 PNA in Web 7,860.0 21 16.700 9,225.2 50.0 229.500 12,237.3 2,953.32 PNA in Web 7,860.0 19 16.394 9,106.6 45.0 206.550 12,237.3 2,923.09 PNA in Web 7,860.0 17 16.088 8,984.2 40.0 183.600 12,237.3 2,892.27 PNA in Web 7,860.0 15 15.782 8,858.0 35.0 160.650 12,237.3 2,860.87 PNA in Web 7,860.0 13 15.476 8,727.9 30.0 137.700 12,237.3 2,828.87 PNA in Web 7,860.0 11 15.170 8,593.9 25.0 114.750 12,237.3 2,796.29 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A11 and 8 S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W16x50 Span = 27.0 ft W16x50 D(0.33) L(1.1) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.10 ksf, Tributary Width = 11.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.588: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.500ft 19.981 k Mn / Omega : Allowable 229.541 k-ft Vn/Omega : Allowable W16x50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 123.880 k Section used for this span W16x50 Ma : Applied Maximum Shear Stress Ratio = 0.161 : 1 27.000 ft 134.869 k-ft Va : Applied 0 <360 347 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.693 in 467Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.933 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 27.00 ft 1 0.151 0.041 34.63 34.63 383.33 229.541.001.00 5.13 185.82 123.88 +D+L+H Dsgn. L = 27.00 ft 1 0.588 0.161 134.87 134.87 383.33 229.541.001.00 19.98 185.82 123.88 +D+Lr+H Dsgn. L = 27.00 ft 1 0.151 0.041 34.63 34.63 383.33 229.541.001.00 5.13 185.82 123.88 +D+S+H Dsgn. L = 27.00 ft 1 0.151 0.041 34.63 34.63 383.33 229.541.001.00 5.13 185.82 123.88 +D+0.750Lr+0.750L+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 +D+0.750L+0.750S+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 +D+W+H Dsgn. L = 27.00 ft 1 0.151 0.041 34.63 34.63 383.33 229.541.001.00 5.13 185.82 123.88 +D+0.70E+H Dsgn. L = 27.00 ft 1 0.151 0.041 34.63 34.63 383.33 229.541.001.00 5.13 185.82 123.88 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 +D+0.750L+0.750S+0.750W+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 27.00 ft 1 0.478 0.131 109.81 109.81 383.33 229.541.001.00 16.27 185.82 123.88 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A11 and 8 S2.07A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 27.00 ft 1 0.091 0.025 20.78 20.78 383.33 229.541.001.00 3.08 185.82 123.88 +0.60D+0.70E+H Dsgn. L = 27.00 ft 1 0.091 0.025 20.78 20.78 383.33 229.541.001.00 3.08 185.82 123.88 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 0.9334 13.635 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 19.981 19.981 D Only 5.131 5.131 L Only 14.850 14.850 D+L 19.981 19.981 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A11 and 8 S2.07A part 2 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 W12x14 Span = 10.0 ft W12x14 D(0.33) L(1.1) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.10 ksf, Tributary Width = 11.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.416: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 7.221 k Mn / Omega : Allowable 43.413 k-ft Vn/Omega : Allowable W12x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 42.754 k Section used for this span W12x14 Ma : Applied Maximum Shear Stress Ratio = 0.169 : 1 0.000 ft 18.052 k-ft Va : Applied 0 <360 941 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.097 in 1,235Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.127 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 10.00 ft 1 0.099 0.040 4.30 4.30 72.50 43.411.001.00 1.72 71.40 42.75 +D+L+H Dsgn. L = 10.00 ft 1 0.416 0.169 18.05 18.05 72.50 43.411.001.00 7.22 71.40 42.75 +D+Lr+H Dsgn. L = 10.00 ft 1 0.099 0.040 4.30 4.30 72.50 43.411.001.00 1.72 71.40 42.75 +D+S+H Dsgn. L = 10.00 ft 1 0.099 0.040 4.30 4.30 72.50 43.411.001.00 1.72 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 +D+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 +D+W+H Dsgn. L = 10.00 ft 1 0.099 0.040 4.30 4.30 72.50 43.411.001.00 1.72 71.40 42.75 +D+0.70E+H Dsgn. L = 10.00 ft 1 0.099 0.040 4.30 4.30 72.50 43.411.001.00 1.72 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 10.00 ft 1 0.337 0.137 14.61 14.61 72.50 43.411.001.00 5.85 71.40 42.75 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A11 and 8 S2.07A part 2 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 10.00 ft 1 0.059 0.024 2.58 2.58 72.50 43.411.001.00 1.03 71.40 42.75 +0.60D+0.70E+H Dsgn. L = 10.00 ft 1 0.059 0.024 2.58 2.58 72.50 43.411.001.00 1.03 71.40 42.75 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 0.1275 5.050 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.221 7.221 D Only 1.721 1.721 L Only 5.500 5.500 D+L 7.221 7.221 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.304: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft839.51 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 413 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.784in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 112 studs. From 13.50 ft to Support 2 use 112 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.304 0.203 254.86 839.51 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.203 0.513 2,458.30 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0112 12.660 2,458.3 100.0 1224.000 3,120.3 1,401.98 PNA in Flange 1,070.0106 12.610 2,433.7 95.0 1162.800 3,120.3 1,377.43 PNA in Flange 1,070.0101 12.561 2,406.3 90.0 1101.600 3,120.3 1,352.62 PNA in Flange 1,070.0 95 12.511 2,375.9 85.0 1040.400 3,120.3 1,327.56 PNA in Flange 1,070.0 90 12.461 2,342.2 80.0 979.200 3,120.3 1,302.26 PNA in Flange 1,070.0 84 12.411 2,305.1 75.0 918.000 3,120.3 1,276.72 PNA in Flange 1,070.0 78 12.362 2,264.3 70.0 856.800 3,120.3 1,250.93 PNA in Flange 1,070.0 73 12.312 2,219.5 65.0 795.600 3,120.3 1,224.89 PNA in Flange 1,070.0 67 12.262 2,170.4 60.0 734.400 3,120.3 1,198.61 PNA in Flange 1,070.0 62 12.212 2,116.6 55.0 673.200 3,120.3 1,172.08 PNA in Flange 1,070.0 56 12.163 2,057.8 50.0 612.000 3,120.3 1,145.31 PNA in Flange 1,070.0 51 12.113 1,993.4 45.0 550.800 3,120.3 1,118.30 PNA in Flange 1,070.0 45 12.063 1,923.2 40.0 489.600 3,120.3 1,091.05 PNA in Flange 1,070.0 39 12.013 1,846.5 35.0 428.400 3,120.3 1,063.56 PNA in Web 1,070.0 34 11.532 1,762.8 30.0 367.200 3,120.3 1,035.24 PNA in Web 1,070.0 28 10.670 1,671.3 25.0 306.000 3,120.3 1,002.97 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.06A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.304: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft839.51 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 413 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.784in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 112 studs. From 13.50 ft to Support 2 use 112 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.304 0.203 254.86 839.51 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.203 0.513 2,458.30 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0112 12.660 2,458.3 100.0 1224.000 3,120.3 1,401.98 PNA in Flange 1,070.0106 12.610 2,433.7 95.0 1162.800 3,120.3 1,377.43 PNA in Flange 1,070.0101 12.561 2,406.3 90.0 1101.600 3,120.3 1,352.62 PNA in Flange 1,070.0 95 12.511 2,375.9 85.0 1040.400 3,120.3 1,327.56 PNA in Flange 1,070.0 90 12.461 2,342.2 80.0 979.200 3,120.3 1,302.26 PNA in Flange 1,070.0 84 12.411 2,305.1 75.0 918.000 3,120.3 1,276.72 PNA in Flange 1,070.0 78 12.362 2,264.3 70.0 856.800 3,120.3 1,250.93 PNA in Flange 1,070.0 73 12.312 2,219.5 65.0 795.600 3,120.3 1,224.89 PNA in Flange 1,070.0 67 12.262 2,170.4 60.0 734.400 3,120.3 1,198.61 PNA in Flange 1,070.0 62 12.212 2,116.6 55.0 673.200 3,120.3 1,172.08 PNA in Flange 1,070.0 56 12.163 2,057.8 50.0 612.000 3,120.3 1,145.31 PNA in Flange 1,070.0 51 12.113 1,993.4 45.0 550.800 3,120.3 1,118.30 PNA in Flange 1,070.0 45 12.063 1,923.2 40.0 489.600 3,120.3 1,091.05 PNA in Flange 1,070.0 39 12.013 1,846.5 35.0 428.400 3,120.3 1,063.56 PNA in Web 1,070.0 34 11.532 1,762.8 30.0 367.200 3,120.3 1,035.24 PNA in Web 1,070.0 28 10.670 1,671.3 25.0 306.000 3,120.3 1,002.97 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.05A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.304: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft839.51 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 413 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.784in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 112 studs. From 13.50 ft to Support 2 use 112 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.304 0.203 254.86 839.51 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.203 0.513 2,458.30 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0112 12.660 2,458.3 100.0 1224.000 3,120.3 1,401.98 PNA in Flange 1,070.0106 12.610 2,433.7 95.0 1162.800 3,120.3 1,377.43 PNA in Flange 1,070.0101 12.561 2,406.3 90.0 1101.600 3,120.3 1,352.62 PNA in Flange 1,070.0 95 12.511 2,375.9 85.0 1040.400 3,120.3 1,327.56 PNA in Flange 1,070.0 90 12.461 2,342.2 80.0 979.200 3,120.3 1,302.26 PNA in Flange 1,070.0 84 12.411 2,305.1 75.0 918.000 3,120.3 1,276.72 PNA in Flange 1,070.0 78 12.362 2,264.3 70.0 856.800 3,120.3 1,250.93 PNA in Flange 1,070.0 73 12.312 2,219.5 65.0 795.600 3,120.3 1,224.89 PNA in Flange 1,070.0 67 12.262 2,170.4 60.0 734.400 3,120.3 1,198.61 PNA in Flange 1,070.0 62 12.212 2,116.6 55.0 673.200 3,120.3 1,172.08 PNA in Flange 1,070.0 56 12.163 2,057.8 50.0 612.000 3,120.3 1,145.31 PNA in Flange 1,070.0 51 12.113 1,993.4 45.0 550.800 3,120.3 1,118.30 PNA in Flange 1,070.0 45 12.063 1,923.2 40.0 489.600 3,120.3 1,091.05 PNA in Flange 1,070.0 39 12.013 1,846.5 35.0 428.400 3,120.3 1,063.56 PNA in Web 1,070.0 34 11.532 1,762.8 30.0 367.200 3,120.3 1,035.24 PNA in Web 1,070.0 28 10.670 1,671.3 25.0 306.000 3,120.3 1,002.97 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.04A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x120 16.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 16.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x120 W12x120 27.0 ft D(0.4) L(1.6) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 16.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.304: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 37.757k100 Mn / Omega : Allowable k-ft839.51 Vn/Omega : Allowable W12x120 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 186.020kCompositePre-Composite Section used for this span W12x120 Mu : Applied Maximum Shear Stress Ratio = 0.203: 1 0.0ft464.072 k-ft72.611254.861 Vu : Applied Pre-Composite Deflection Ratio 1044 Composite Deflection Ratio 413 Maximum Deflection Max Downward Pre-Composite 0.310in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.784in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 112 studs. From 13.50 ft to Support 2 use 112 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.156 0.058 72.61 464.07 10.76 186.02 Post Composite : D Only Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+L+H Span L = 27 ft 1 0.304 0.203 254.86 839.51 37.76 186.02 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+S+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+W+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.130 0.087 109.06 839.51 16.16 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.260 0.174 218.41 839.51 32.36 186.02 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.078 0.052 65.44 839.51 9.69 186.02 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3103 0.000 0.310 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3103 0.203 0.513 2,458.30 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + Lr + L Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3103 0.474 0.784 2,458.30 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,458.30 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 48.514 48.514 Precomposite Loads 10.757 10.757 Precomposite minus Construction 10.757 10.757 Postcomposite : D + Lr 26.914 26.914 Postcomposite : D + L 48.514 48.514 Postcomposite : D + Lr + L 48.514 48.514 Postcomposite : D + L + S 48.514 48.514 Postcomposite : D + L + W + S/2 48.514 48.514 Postcomposite : D + L + S + W/2 48.514 48.514 Postcomposite : D + L + S + E/1.4 48.514 48.514 .Steel Section Properties :W12x120 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 13 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x120 R xx= 3.130in Depth= 13.100 in R yy= 5.510 in Zy= 85.400 in^3 J= 12.900 in^4 Flange Width= 12.300 in Flange Thick = 1.110 inZx= 186.000 in^3 Area = 35.300 in^2 Weight= 120.161 plf = I xx= 1,070.00 in^4 S xx= 163.00 in^3Web Thick= 0.710 in I yy= 345.000 in^4 S yy 56.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,070.0112 12.660 2,458.3 100.0 1224.000 3,120.3 1,401.98 PNA in Flange 1,070.0106 12.610 2,433.7 95.0 1162.800 3,120.3 1,377.43 PNA in Flange 1,070.0101 12.561 2,406.3 90.0 1101.600 3,120.3 1,352.62 PNA in Flange 1,070.0 95 12.511 2,375.9 85.0 1040.400 3,120.3 1,327.56 PNA in Flange 1,070.0 90 12.461 2,342.2 80.0 979.200 3,120.3 1,302.26 PNA in Flange 1,070.0 84 12.411 2,305.1 75.0 918.000 3,120.3 1,276.72 PNA in Flange 1,070.0 78 12.362 2,264.3 70.0 856.800 3,120.3 1,250.93 PNA in Flange 1,070.0 73 12.312 2,219.5 65.0 795.600 3,120.3 1,224.89 PNA in Flange 1,070.0 67 12.262 2,170.4 60.0 734.400 3,120.3 1,198.61 PNA in Flange 1,070.0 62 12.212 2,116.6 55.0 673.200 3,120.3 1,172.08 PNA in Flange 1,070.0 56 12.163 2,057.8 50.0 612.000 3,120.3 1,145.31 PNA in Flange 1,070.0 51 12.113 1,993.4 45.0 550.800 3,120.3 1,118.30 PNA in Flange 1,070.0 45 12.063 1,923.2 40.0 489.600 3,120.3 1,091.05 PNA in Flange 1,070.0 39 12.013 1,846.5 35.0 428.400 3,120.3 1,063.56 PNA in Web 1,070.0 34 11.532 1,762.8 30.0 367.200 3,120.3 1,035.24 PNA in Web 1,070.0 28 10.670 1,671.3 25.0 306.000 3,120.3 1,002.97 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x136 18.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 18.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x136 W12x136 27.0 ft D(0.45) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.298: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 42.485k100 Mn / Omega : Allowable k-ft961.43 Vn/Omega : Allowable W12x136 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 211.720kCompositePre-Composite Section used for this span W12x136 Mu : Applied Maximum Shear Stress Ratio = 0.201: 1 0.0ft533.93 k-ft81.745286.777 Vu : Applied Pre-Composite Deflection Ratio 1074 Composite Deflection Ratio 425 Maximum Deflection Max Downward Pre-Composite 0.301in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.761in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 126 studs. From 13.50 ft to Support 2 use 126 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.153 0.057 81.75 533.93 12.11 211.72 Post Composite : D Only Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+L+H Span L = 27 ft 1 0.298 0.201 286.78 961.43 42.49 211.72 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+S+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+W+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.128 0.086 122.75 961.43 18.19 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.256 0.172 245.77 961.43 36.41 211.72 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.077 0.052 73.65 961.43 10.91 211.72 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.3015 0.000 0.301 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.3015 0.197 0.498 2,853.12 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + Lr + L Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.3015 0.460 0.761 2,853.12 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,853.12 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 54.596 54.596 Precomposite Loads 12.110 12.110 Precomposite minus Construction 12.110 12.110 Postcomposite : D + Lr 30.296 30.296 Postcomposite : D + L 54.596 54.596 Postcomposite : D + Lr + L 54.596 54.596 Postcomposite : D + L + S 54.596 54.596 Postcomposite : D + L + W + S/2 54.596 54.596 Postcomposite : D + L + S + W/2 54.596 54.596 Postcomposite : D + L + S + E/1.4 54.596 54.596 .Steel Section Properties :W12x136 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.03A Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Section Properties :W12x136 R xx= 3.160in Depth= 13.400 in R yy= 5.580 in Zy= 98.000 in^3 J= 18.500 in^4 Flange Width= 12.400 in Flange Thick = 1.250 inZx= 214.000 in^3 Area = 39.900 in^2 Weight= 135.820 plf = I xx= 1,240.00 in^4 S xx= 186.00 in^3Web Thick= 0.790 in I yy= 398.000 in^4 S yy 64.200 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,240.0126 12.902 2,853.1 100.0 1377.000 3,623.4 1,605.58 PNA in Flange 1,240.0119 12.846 2,824.1 95.0 1308.150 3,623.4 1,577.60 PNA in Flange 1,240.0113 12.791 2,791.9 90.0 1239.300 3,623.4 1,549.30 PNA in Flange 1,240.0107 12.735 2,756.2 85.0 1170.450 3,623.4 1,520.69 PNA in Flange 1,240.0101 12.680 2,716.8 80.0 1101.600 3,623.4 1,491.76 PNA in Flange 1,240.0 94 12.624 2,673.4 75.0 1032.750 3,623.4 1,462.53 PNA in Flange 1,240.0 88 12.568 2,625.7 70.0 963.900 3,623.4 1,432.99 PNA in Flange 1,240.0 82 12.513 2,573.3 65.0 895.050 3,623.4 1,403.14 PNA in Flange 1,240.0 76 12.457 2,516.0 60.0 826.200 3,623.4 1,372.97 PNA in Flange 1,240.0 69 12.402 2,453.3 55.0 757.350 3,623.4 1,342.51 PNA in Flange 1,240.0 63 12.346 2,384.8 50.0 688.500 3,623.4 1,311.73 PNA in Flange 1,240.0 57 12.291 2,310.0 45.0 619.650 3,623.4 1,280.65 PNA in Flange 1,240.0 51 12.235 2,228.3 40.0 550.800 3,623.4 1,249.26 PNA in Flange 1,240.0 44 12.180 2,139.3 35.0 481.950 3,623.4 1,217.57 PNA in Web 1,240.0 38 11.746 2,042.1 30.0 413.100 3,623.4 1,185.07 PNA in Web 1,240.0 32 10.875 1,936.0 25.0 344.250 3,623.4 1,148.23 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A6 and 15.4 on S2.07A Title Block Line 1 You can changes 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: 16 OCT 2013, 11:06AM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Span = 31.0 ftW24x62 D(0.3) L(1.2) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 12.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.492: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.500ft 24.210 k Mn / Omega : Allowable 381.737 k-ft Vn/Omega : Allowable W24x62Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H 203.820 k Section used for this span W24x62 Ma : Applied Maximum Shear Stress Ratio = 0.119 : 1 0.000 ft 187.630 k-ft Va : Applied 0 <360 511 Ratio =0 <180 Maximum Deflection Max Downward L+Lr+S Deflection 0.559 in 665Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.728 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 MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 31.00 ft 1 0.114 0.028 43.48 43.48 637.50 381.741.001.00 5.61 305.73 203.82 +D+L+H Dsgn. L = 31.00 ft 1 0.492 0.119 187.63 187.63 637.50 381.741.001.00 24.21 305.73 203.82 +D+Lr+H Dsgn. L = 31.00 ft 1 0.114 0.028 43.48 43.48 637.50 381.741.001.00 5.61 305.73 203.82 +D+S+H Dsgn. L = 31.00 ft 1 0.114 0.028 43.48 43.48 637.50 381.741.001.00 5.61 305.73 203.82 +D+0.750Lr+0.750L+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 +D+0.750L+0.750S+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 +D+W+H Dsgn. L = 31.00 ft 1 0.114 0.028 43.48 43.48 637.50 381.741.001.00 5.61 305.73 203.82 +D+0.70E+H Dsgn. L = 31.00 ft 1 0.114 0.028 43.48 43.48 637.50 381.741.001.00 5.61 305.73 203.82 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 +D+0.750L+0.750S+0.750W+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 31.00 ft 1 0.397 0.096 151.59 151.59 637.50 381.741.001.00 19.56 305.73 203.82 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A6 and 15.4 on S2.07A Title Block Line 1 You can changes 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: 16 OCT 2013, 11:06AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length +0.60D+W+H Dsgn. L = 31.00 ft 1 0.068 0.017 26.09 26.09 637.50 381.741.001.00 3.37 305.73 203.82 +0.60D+0.70E+H Dsgn. L = 31.00 ft 1 0.068 0.017 26.09 26.09 637.50 381.741.001.00 3.37 305.73 203.82 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+L 1 0.7278 15.655 0.0000 0.000 . Load CombinationSupport 1Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 24.210 24.210 D Only 5.610 5.610 L Only 18.600 18.600 D+L 24.210 24.210 Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A5 and 15.4 on S2.07A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:18PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Span = 5.0 ft W12x65 Span = 12.0 ft W12x65 Span = 3.0 ft W12x65 D(35)D(0.30) S(1.20) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0250, S = 0.10 ksf, Tributary Width = 12.0 ft Load(s) for Span Number 3 Point Load : D = 35.0 k @ 3.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.473: 1 Load Combination +D+S+H Span # where maximum occurs Span # 2 Location of maximum on span 12.000ft 39.695 k Mn / Omega : Allowable 237.004 k-ft Vn/Omega : Allowable W12x65Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 Load Combination +D+S+H 94.380 k Section used for this span W12x65 Ma : Applied Maximum Shear Stress Ratio = 0.421 : 1 12.000 ft 112.043 k-ft Va : Applied 6,973 417 Ratio =1366 Maximum Deflection Max Downward L+Lr+S Deflection 0.016 in 9,032Ratio = Max Upward L+Lr+S Deflection -0.010 in Ratio = Max Downward Total Deflection 0.173 in Ratio = Max Upward Total Deflection -0.105 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+L+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+Lr+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+S+H Dsgn. L = 5.00 ft 1 0.083 0.083 -19.56 19.56 395.80 237.001.001.00 7.83 141.57 94.38 Dsgn. L = 12.00 ft 2 0.473 0.421 -0.00 -112.04 112.04 395.80 237.001.001.00 39.70 141.57 94.38 Dsgn. L = 3.00 ft 3 0.473 0.421 -112.04 112.04 395.80 237.001.001.00 39.70 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+0.750L+0.750S+H Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A5 and 15.4 on S2.07A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:18PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios MV Mmax -Mmax +RmVnxMa - MaxMnx/OmegaCbVa MaxMnx Vnx/OmegaSegment Length Dsgn. L = 5.00 ft 1 0.067 0.067 -15.81 15.81 395.80 237.001.001.00 6.33 141.57 94.38 Dsgn. L = 12.00 ft 2 0.467 0.411 -0.00 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 Dsgn. L = 3.00 ft 3 0.467 0.411 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 +D+W+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+0.70E+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+0.750L+0.750S+0.750W+H Dsgn. L = 5.00 ft 1 0.067 0.067 -15.81 15.81 395.80 237.001.001.00 6.33 141.57 94.38 Dsgn. L = 12.00 ft 2 0.467 0.411 -0.00 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 Dsgn. L = 3.00 ft 3 0.467 0.411 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 5.00 ft 1 0.019 0.067 -4.56 4.56 395.80 237.001.001.00 6.32 141.57 94.38 Dsgn. L = 12.00 ft 2 0.450 0.382 -0.00 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 Dsgn. L = 3.00 ft 3 0.450 0.382 -106.64 106.64 395.80 237.001.001.00 36.10 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 5.00 ft 1 0.067 0.067 -15.81 15.81 395.80 237.001.001.00 6.33 141.57 94.38 Dsgn. L = 12.00 ft 2 0.467 0.411 -0.00 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 Dsgn. L = 3.00 ft 3 0.467 0.411 -110.69 110.69 395.80 237.001.001.00 38.80 141.57 94.38 +0.60D+W+H Dsgn. L = 5.00 ft 1 0.012 0.040 -2.74 2.74 395.80 237.001.001.00 3.79 141.57 94.38 Dsgn. L = 12.00 ft 2 0.270 0.229 -0.00 -63.99 63.99 395.80 237.001.001.00 21.66 141.57 94.38 Dsgn. L = 3.00 ft 3 0.270 0.229 -63.99 63.99 395.80 237.001.001.00 21.66 141.57 94.38 +0.60D+0.70E+H Dsgn. L = 5.00 ft 1 0.012 0.040 -2.74 2.74 395.80 237.001.001.00 3.79 141.57 94.38 Dsgn. L = 12.00 ft 2 0.270 0.229 -0.00 -63.99 63.99 395.80 237.001.001.00 21.66 141.57 94.38 Dsgn. L = 3.00 ft 3 0.270 0.229 -63.99 63.99 395.80 237.001.001.00 21.66 141.57 94.38 . Location in SpanLoad CombinationMax. "-" DeflLocation in SpanLoad CombinationSpan Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+S 1 0.1198 0.000 0.0000 0.000 D Only 2 0.0000 0.000 -0.1054 6.987 D Only 3 0.1726 3.000 0.0000 6.987 . Load CombinationSupport 1Support 2Support 3Support 4 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 56.792 14.000 D Only 46.792 -4.491 S Only 10.000 14.000 D+S 56.792 9.509 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:28PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W30x191 7.50 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W30x191 W30x191 26.0 ft D(280) D(0.375) L(0.75) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.050, L = 0.10 ksf, Tributary Width = 7.50 ft, Post Composite Only Point Load : D = 280.0 k @ 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.776: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 18.027ft 214.693k100 Mn / Omega : Allowable k-ft2,140.02 Vn/Omega : Allowable W30x191 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 435.940kCompositePre-Composite Section used for this span W30x191 Mu : Applied Maximum Shear Stress Ratio = 0.492: 1 26.0ft1,684.13 k-ft40.4441,660.85 Vu : Applied Pre-Composite Deflection Ratio 16736 Composite Deflection Ratio 668 Maximum Deflection Max Downward Pre-Composite 0.019in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.467in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 18.03 ft use 53 studs. From 18.03 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 26 ft 1 0.024 0.014 40.44 1,684.13 6.22 435.94 Post Composite : D Only Span L = 26 ft 1 0.751 0.223 1,606.95 2,140.02 97.25 435.94 Post Composite : +D+L+H Span L = 26 ft 1 0.776 0.245 1,660.85 2,140.02 107.00 435.94 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:28PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Post Composite : +D+Lr+H Span L = 26 ft 1 0.751 0.223 1,606.95 2,140.02 97.25 435.94 Post Composite : +D+S+H Span L = 26 ft 1 0.751 0.223 1,606.95 2,140.02 97.25 435.94 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +D+0.750L+0.750S+H Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +D+W+H Span L = 26 ft 1 0.751 0.223 1,606.95 2,140.02 97.25 435.94 Post Composite : +D+0.70E+H Span L = 26 ft 1 0.751 0.223 1,606.95 2,140.02 97.25 435.94 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +D+0.750L+0.750S+0 Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +D+0.750L+0.750S+0 Span L = 26 ft 1 0.770 0.240 1,647.37 2,140.02 104.56 435.94 Post Composite : +0.60D+W+H Span L = 26 ft 1 0.451 0.134 964.17 2,140.02 58.35 435.94 Post Composite : +0.60D+0.70E+H Span L = 26 ft 1 0.451 0.134 964.17 2,140.02 58.35 435.94 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.173 0.0186 0.000 0.019 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.173 0.0186 0.000 0.019 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 14.213 0.0185 0.427 0.445 12,497.75 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + L Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + Lr + L Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + L + S Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + L + W + S/2 Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + L + S + W/2 Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 12,497.75 Postcomposite : D + L + S + E/1.4 Downward 1 14.213 0.0185 0.448 0.467 12,497.75 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 12,497.75 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 113.223 220.915 Precomposite Loads 6.222 6.222 Precomposite minus Construction 6.222 6.222 Postcomposite : D + Lr 103.473 211.165 Postcomposite : D + L 113.223 220.915 Postcomposite : D + Lr + L 113.223 220.915 Postcomposite : D + L + S 113.223 220.915 Postcomposite : D + L + W + S/2 113.223 220.915 Postcomposite : D + L + S + W/2 113.223 220.915 Postcomposite : D + L + S + E/1.4 113.223 220.915 .Steel Section Properties :W30x191 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:28PM Project Descr: Steel Section Properties :W30x191 R xx= 3.460in Depth= 30.700 in R yy= 12.800 in Zy= 138.000 in^3 J= 21.000 in^4 Flange Width= 15.000 in Flange Thick = 1.190 inZx= 675.000 in^3 Area = 56.300 in^2 Weight= 191.645 plf = I xx= 9,200.00 in^4 S xx= 600.00 in^3Web Thick= 0.710 in I yy= 673.000 in^4 S yy 89.500 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Web 9,200.0 53 23.084 12,497.7 100.0 573.750 15,116.3 3,573.83 PNA in Web 9,200.0 50 22.680 12,380.9 95.0 545.063 15,116.3 3,544.96 PNA in Web 9,200.0 47 22.276 12,259.8 90.0 516.375 15,116.3 3,515.13 PNA in Web 9,200.0 45 21.872 12,134.4 85.0 487.688 15,116.3 3,484.32 PNA in Web 9,200.0 42 21.468 12,004.6 80.0 459.000 15,116.3 3,452.54 PNA in Web 9,200.0 40 21.064 11,870.1 75.0 430.313 15,116.3 3,419.80 PNA in Web 9,200.0 37 20.660 11,731.0 70.0 401.625 15,116.3 3,386.09 PNA in Web 9,200.0 34 20.256 11,587.0 65.0 372.938 15,116.3 3,351.41 PNA in Web 9,200.0 32 19.852 11,438.0 60.0 344.250 15,116.3 3,315.76 PNA in Web 9,200.0 29 19.448 11,283.9 55.0 315.563 15,116.3 3,279.15 PNA in Web 9,200.0 27 19.043 11,124.5 50.0 286.875 15,116.3 3,241.57 PNA in Web 9,200.0 24 18.639 10,959.6 45.0 258.188 15,116.3 3,203.01 PNA in Web 9,200.0 21 18.235 10,789.0 40.0 229.500 15,116.3 3,163.49 PNA in Web 9,200.0 19 17.831 10,612.7 35.0 200.813 15,116.3 3,123.00 PNA in Web 9,200.0 16 17.427 10,430.4 30.0 172.125 15,116.3 3,081.54 PNA in Web 9,200.0 14 17.023 10,241.9 25.0 143.438 15,116.3 3,039.12 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A1 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:29PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W24x207 7.50 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W24x207 W24x207 26.0 ft D(220) D(0.0875) L(0.35) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 3.50 ft, Post Composite Only Point Load : D = 220.0 k @ 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.670: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 18.027ft 164.412k100 Mn / Omega : Allowable k-ft1,913.09 Vn/Omega : Allowable W24x207 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 447.180kCompositePre-Composite Section used for this span W24x207 Mu : Applied Maximum Shear Stress Ratio = 0.368: 1 26.0ft1,511.98 k-ft41.7091,281.32 Vu : Applied Pre-Composite Deflection Ratio 12030 Composite Deflection Ratio 643 Maximum Deflection Max Downward Pre-Composite 0.026in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.485in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 18.03 ft use 53 studs. From 18.03 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 26 ft 1 0.028 0.014 41.71 1,511.98 6.42 447.18 Post Composite : D Only Span L = 26 ft 1 0.657 0.168 1,256.16 1,913.09 75.25 447.18 Post Composite : +D+L+H Span L = 26 ft 1 0.670 0.178 1,281.31 1,913.09 79.80 447.18 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A1 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:29PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Post Composite : +D+Lr+H Span L = 26 ft 1 0.657 0.168 1,256.16 1,913.09 75.25 447.18 Post Composite : +D+S+H Span L = 26 ft 1 0.657 0.168 1,256.16 1,913.09 75.25 447.18 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +D+0.750L+0.750S+H Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +D+W+H Span L = 26 ft 1 0.657 0.168 1,256.16 1,913.09 75.25 447.18 Post Composite : +D+0.70E+H Span L = 26 ft 1 0.657 0.168 1,256.16 1,913.09 75.25 447.18 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +D+0.750L+0.750S+0 Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +D+0.750Lr+0.750L+ Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +D+0.750L+0.750S+0 Span L = 26 ft 1 0.666 0.176 1,275.03 1,913.09 78.66 447.18 Post Composite : +0.60D+W+H Span L = 26 ft 1 0.394 0.101 753.70 1,913.09 45.15 447.18 Post Composite : +0.60D+0.70E+H Span L = 26 ft 1 0.394 0.101 753.70 1,913.09 45.15 447.18 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.173 0.0259 0.000 0.026 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.173 0.0259 0.000 0.026 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 14.213 0.0257 0.446 0.472 9,321.53 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + L Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + Lr + L Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + L + S Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + L + W + S/2 Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + L + S + W/2 Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 9,321.53 Postcomposite : D + L + S + E/1.4 Downward 1 14.213 0.0257 0.459 0.485 9,321.53 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 9,321.53 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 86.213 170.829 Precomposite Loads 6.417 6.417 Precomposite minus Construction 6.417 6.417 Postcomposite : D + Lr 81.663 166.279 Postcomposite : D + L 86.213 170.829 Postcomposite : D + Lr + L 86.213 170.829 Postcomposite : D + L + S 86.213 170.829 Postcomposite : D + L + W + S/2 86.213 170.829 Postcomposite : D + L + S + W/2 86.213 170.829 Postcomposite : D + L + S + E/1.4 86.213 170.829 .Steel Section Properties :W24x207 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A1 and 12.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:29PM Project Descr: Steel Section Properties :W24x207 R xx= 3.080in Depth= 25.700 in R yy= 10.600 in Zy= 137.000 in^3 J= 38.300 in^4 Flange Width= 13.000 in Flange Thick = 1.570 inZx= 606.000 in^3 Area = 60.700 in^2 Weight= 206.623 plf = I xx= 6,820.00 in^4 S xx= 531.00 in^3Web Thick= 0.870 in I yy= 578.000 in^4 S yy 88.800 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Web 6,820.0 53 19.300 9,321.5 100.0 573.750 11,355.3 3,194.86 PNA in Web 6,820.0 50 18.970 9,234.1 95.0 545.063 11,355.3 3,168.80 PNA in Web 6,820.0 47 18.640 9,143.4 90.0 516.375 11,355.3 3,141.96 PNA in Web 6,820.0 45 18.310 9,049.3 85.0 487.688 11,355.3 3,114.32 PNA in Web 6,820.0 42 17.981 8,951.6 80.0 459.000 11,355.3 3,085.90 PNA in Web 6,820.0 40 17.651 8,850.4 75.0 430.313 11,355.3 3,056.69 PNA in Web 6,820.0 37 17.321 8,745.4 70.0 401.625 11,355.3 3,026.69 PNA in Web 6,820.0 34 16.991 8,636.7 65.0 372.938 11,355.3 2,995.89 PNA in Web 6,820.0 32 16.662 8,524.0 60.0 344.250 11,355.3 2,964.31 PNA in Web 6,820.0 29 16.332 8,407.2 55.0 315.563 11,355.3 2,931.94 PNA in Web 6,820.0 27 16.002 8,286.3 50.0 286.875 11,355.3 2,898.78 PNA in Web 6,820.0 24 15.672 8,161.2 45.0 258.188 11,355.3 2,864.84 PNA in Web 6,820.0 21 15.343 8,031.6 40.0 229.500 11,355.3 2,830.10 PNA in Web 6,820.0 19 15.013 7,897.5 35.0 200.813 11,355.3 2,794.57 PNA in Web 6,820.0 16 14.683 7,758.7 30.0 172.125 11,355.3 2,758.25 PNA in Web 6,820.0 14 14.353 7,615.2 25.0 143.438 11,355.3 2,721.15 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:26PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W12x65 7.50 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W12x65 W12x65 27.0 ft D(0.1875) L(0.75) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.10 ksf, Tributary Width = 7.50 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.285: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 17.408k100 Mn / Omega : Allowable k-ft412.062 Vn/Omega : Allowable W12x65 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 94.380kCompositePre-Composite Section used for this span W12x65 Mu : Applied Maximum Shear Stress Ratio = 0.184: 1 0.0ft241.517 k-ft32.076117.505 Vu : Applied Pre-Composite Deflection Ratio 1177 Composite Deflection Ratio 437 Maximum Deflection Max Downward Pre-Composite 0.275in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.741in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 53 studs. From 13.50 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.133 0.050 32.08 241.52 4.75 94.38 Post Composite : D Only Span L = 27 ft 1 0.119 0.077 49.16 412.06 7.28 94.38 Post Composite : +D+L+H Span L = 27 ft 1 0.285 0.184 117.51 412.06 17.41 94.38 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:26PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.119 0.077 49.16 412.06 7.28 94.38 Post Composite : +D+S+H Span L = 27 ft 1 0.119 0.077 49.16 412.06 7.28 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +D+W+H Span L = 27 ft 1 0.119 0.077 49.16 412.06 7.28 94.38 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.119 0.077 49.16 412.06 7.28 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.244 0.158 100.42 412.06 14.88 94.38 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.072 0.046 29.50 412.06 4.37 94.38 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.072 0.046 29.50 412.06 4.37 94.38 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.2752 0.000 0.275 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.2752 0.000 0.275 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.2752 0.195 0.470 1,152.99 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + L Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + Lr + L Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + L + S Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 1,152.99 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.2752 0.466 0.741 1,152.99 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 1,152.99 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 22.160 22.160 Precomposite Loads 4.752 4.752 Precomposite minus Construction 4.752 4.752 Postcomposite : D + Lr 12.035 12.035 Postcomposite : D + L 22.160 22.160 Postcomposite : D + Lr + L 22.160 22.160 Postcomposite : D + L + S 22.160 22.160 Postcomposite : D + L + W + S/2 22.160 22.160 Postcomposite : D + L + S + W/2 22.160 22.160 Postcomposite : D + L + S + E/1.4 22.160 22.160 .Steel Section Properties :W12x65 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:26PM Project Descr: Steel Section Properties :W12x65 R xx= 3.020in Depth= 12.100 in R yy= 5.280 in Zy= 44.100 in^3 J= 2.180 in^4 Flange Width= 12.000 in Flange Thick = 0.605 inZx= 96.800 in^3 Area = 19.100 in^2 Weight= 65.016 plf = I xx= 533.00 in^4 S xx= 87.90 in^3Web Thick= 0.390 in I yy= 174.000 in^4 S yy 29.100 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 533.0 53 11.782 1,153.0 100.0 573.750 1,473.8 688.14 PNA in Flange 533.0 50 11.758 1,141.4 95.0 545.063 1,473.8 677.07 PNA in Flange 533.0 47 11.734 1,128.4 90.0 516.375 1,473.8 665.95 PNA in Flange 533.0 45 11.711 1,114.2 85.0 487.688 1,473.8 654.77 PNA in Flange 533.0 42 11.687 1,098.5 80.0 459.000 1,473.8 643.55 PNA in Flange 533.0 40 11.663 1,081.2 75.0 430.313 1,473.8 632.28 PNA in Flange 533.0 37 11.639 1,062.3 70.0 401.625 1,473.8 620.96 PNA in Flange 533.0 34 11.615 1,041.6 65.0 372.938 1,473.8 609.60 PNA in Flange 533.0 32 11.591 1,019.0 60.0 344.250 1,473.8 598.18 PNA in Flange 533.0 29 11.567 994.4 55.0 315.563 1,473.8 586.72 PNA in Flange 533.0 27 11.543 967.6 50.0 286.875 1,473.8 575.22 PNA in Flange 533.0 24 11.519 938.5 45.0 258.188 1,473.8 563.67 PNA in Flange 533.0 21 11.495 906.8 40.0 229.500 1,473.8 552.08 PNA in Web 533.0 19 10.772 872.4 35.0 200.813 1,473.8 539.61 PNA in Web 533.0 16 10.037 835.0 30.0 172.125 1,473.8 525.37 PNA in Web 533.0 14 9.301 794.4 25.0 143.438 1,473.8 509.37 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:36PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W24x229 7.50 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W24x229 W24x229 27.0 ft D(280) D(0.375) L(0.75) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.050, L = 0.10 ksf, Tributary Width = 7.50 ft, Post Composite Only Point Load : D = 280.0 k @ 21.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.670: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 20.880ft 239.928k100 Mn / Omega : Allowable k-ft2,097.0 Vn/Omega : Allowable W24x229 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 499.20kCompositePre-Composite Section used for this span W24x229 Mu : Applied Maximum Shear Stress Ratio = 0.481: 1 27.0ft1,684.13 k-ft46.9961,404.03 Vu : Applied Pre-Composite Deflection Ratio 11532 Composite Deflection Ratio 621 Maximum Deflection Max Downward Pre-Composite 0.028in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.521in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 20.88 ft use 53 studs. From 20.88 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.028 0.014 47.00 1,684.13 6.96 499.20 Post Composite : D Only Span L = 27 ft 1 0.647 0.149 1,356.11 2,097.00 74.25 499.20 Post Composite : +D+L+H Span L = 27 ft 1 0.670 0.169 1,404.03 2,097.00 84.37 499.20 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:36PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Post Composite : +D+Lr+H Span L = 27 ft 1 0.647 0.149 1,356.11 2,097.00 74.25 499.20 Post Composite : +D+S+H Span L = 27 ft 1 0.647 0.149 1,356.11 2,097.00 74.25 499.20 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +D+W+H Span L = 27 ft 1 0.647 0.149 1,356.11 2,097.00 74.25 499.20 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.647 0.149 1,356.11 2,097.00 74.25 499.20 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.664 0.164 1,392.05 2,097.00 81.84 499.20 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.388 0.089 813.67 2,097.00 44.55 499.20 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.388 0.089 813.67 2,097.00 44.55 499.20 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.0281 0.000 0.028 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.0281 0.000 0.028 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 15.120 0.0277 0.463 0.491 10,238.16 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + L Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + Lr + L Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + L + S Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + L + W + S/2 Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + L + S + W/2 Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 10,238.16 Postcomposite : D + L + S + E/1.4 Downward 1 14.940 0.0278 0.493 0.521 10,238.16 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 10,238.16 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 91.334 246.890 Precomposite Loads 6.962 6.962 Precomposite minus Construction 6.962 6.962 Postcomposite : D + Lr 81.209 236.765 Postcomposite : D + L 91.334 246.890 Postcomposite : D + Lr + L 91.334 246.890 Postcomposite : D + L + S 91.334 246.890 Postcomposite : D + L + W + S/2 91.334 246.890 Postcomposite : D + L + S + W/2 91.334 246.890 Postcomposite : D + L + S + E/1.4 91.334 246.890 .Steel Section Properties :W24x229 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A4 and 15 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:36PM Project Descr: Steel Section Properties :W24x229 R xx= 3.110in Depth= 26.000 in R yy= 10.700 in Zy= 154.000 in^3 J= 51.300 in^4 Flange Width= 13.100 in Flange Thick = 1.730 inZx= 675.000 in^3 Area = 67.200 in^2 Weight= 228.749 plf = I xx= 7,650.00 in^4 S xx= 588.00 in^3Web Thick= 0.960 in I yy= 651.000 in^4 S yy 99.400 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Web 7,650.0 53 18.854 10,238.2 100.0 573.750 12,401.7 3,501.99 PNA in Web 7,650.0 50 18.555 10,145.9 95.0 545.063 12,401.7 3,474.17 PNA in Web 7,650.0 47 18.256 10,050.3 90.0 516.375 12,401.7 3,445.63 PNA in Web 7,650.0 45 17.957 9,951.3 85.0 487.688 12,401.7 3,416.38 PNA in Web 7,650.0 42 17.659 9,848.9 80.0 459.000 12,401.7 3,386.41 PNA in Web 7,650.0 40 17.360 9,742.8 75.0 430.313 12,401.7 3,355.73 PNA in Web 7,650.0 37 17.061 9,633.1 70.0 401.625 12,401.7 3,324.33 PNA in Web 7,650.0 34 16.762 9,519.6 65.0 372.938 12,401.7 3,292.22 PNA in Web 7,650.0 32 16.463 9,402.2 60.0 344.250 12,401.7 3,259.39 PNA in Web 7,650.0 29 16.164 9,280.8 55.0 315.563 12,401.7 3,225.85 PNA in Web 7,650.0 27 15.866 9,155.3 50.0 286.875 12,401.7 3,191.59 PNA in Web 7,650.0 24 15.567 9,025.7 45.0 258.188 12,401.7 3,156.62 PNA in Web 7,650.0 21 15.268 8,891.7 40.0 229.500 12,401.7 3,120.93 PNA in Web 7,650.0 19 14.969 8,753.3 35.0 200.813 12,401.7 3,084.53 PNA in Web 7,650.0 16 14.670 8,610.4 30.0 172.125 12,401.7 3,047.41 PNA in Web 7,650.0 14 14.371 8,462.8 25.0 143.438 12,401.7 3,009.57 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:42PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W16x100 7.50 ft 4.5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W16x100 W16x100 27.0 ft D(0.36) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.366: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.50ft 39.814k100 Mn / Omega : Allowable k-ft733.63 Vn/Omega : Allowable W16x100 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 198.90kCompositePre-Composite Section used for this span W16x100 Mu : Applied Maximum Shear Stress Ratio = 0.200: 1 0.0ft494.012 k-ft71.913268.743 Vu : Applied Pre-Composite Deflection Ratio 1467 Composite Deflection Ratio 470 Maximum Deflection Max Downward Pre-Composite 0.221in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.688in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 13.50 ft use 53 studs. From 13.50 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 27 ft 1 0.146 0.054 71.91 494.01 10.65 198.90 Post Composite : D Only Span L = 27 ft 1 0.143 0.078 104.72 733.63 15.51 198.90 Post Composite : +D+L+H Span L = 27 ft 1 0.366 0.200 268.74 733.63 39.81 198.90 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:42PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 27 ft 1 0.143 0.078 104.72 733.63 15.51 198.90 Post Composite : +D+S+H Span L = 27 ft 1 0.143 0.078 104.72 733.63 15.51 198.90 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +D+0.750L+0.750S+H Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +D+W+H Span L = 27 ft 1 0.143 0.078 104.72 733.63 15.51 198.90 Post Composite : +D+0.70E+H Span L = 27 ft 1 0.143 0.078 104.72 733.63 15.51 198.90 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +D+0.750Lr+0.750L+ Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +D+0.750L+0.750S+0 Span L = 27 ft 1 0.310 0.170 227.74 733.63 33.74 198.90 Post Composite : +0.60D+W+H Span L = 27 ft 1 0.086 0.047 62.83 733.63 9.31 198.90 Post Composite : +0.60D+0.70E+H Span L = 27 ft 1 0.086 0.047 62.83 733.63 9.31 198.90 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 13.680 0.2207 0.000 0.221 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 13.680 0.2207 0.000 0.221 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 13.680 0.2207 0.182 0.403 2,630.60 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + L Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + Lr + L Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + L + S Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + L + W + S/2 Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + L + S + W/2 Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 2,630.60 Postcomposite : D + L + S + E/1.4 Downward 1 13.680 0.2207 0.467 0.688 2,630.60 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 2,630.60 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 50.468 50.468 Precomposite Loads 10.654 10.654 Precomposite minus Construction 10.654 10.654 Postcomposite : D + Lr 26.168 26.168 Postcomposite : D + L 50.468 50.468 Postcomposite : D + Lr + L 50.468 50.468 Postcomposite : D + L + S 50.468 50.468 Postcomposite : D + L + W + S/2 50.468 50.468 Postcomposite : D + L + S + W/2 50.468 50.468 Postcomposite : D + L + S + E/1.4 50.468 50.468 .Steel Section Properties :W16x100 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A3 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:42PM Project Descr: Steel Section Properties :W16x100 R xx= 2.510in Depth= 17.000 in R yy= 7.100 in Zy= 54.900 in^3 J= 7.730 in^4 Flange Width= 10.400 in Flange Thick = 0.985 inZx= 198.000 in^3 Area = 29.500 in^2 Weight= 100.418 plf = I xx= 1,490.00 in^4 S xx= 175.00 in^3Web Thick= 0.585 in I yy= 186.000 in^4 S yy 35.700 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 1,490.0 53 16.133 2,630.6 100.0 573.750 3,350.0 1,225.16 PNA in Flange 1,490.0 50 16.106 2,600.7 95.0 545.063 3,350.0 1,212.72 PNA in Flange 1,490.0 47 16.078 2,568.7 90.0 516.375 3,350.0 1,200.22 PNA in Flange 1,490.0 45 16.051 2,534.6 85.0 487.688 3,350.0 1,187.65 PNA in Flange 1,490.0 42 16.023 2,498.2 80.0 459.000 3,350.0 1,175.03 PNA in Web 1,490.0 40 15.668 2,459.4 75.0 430.313 3,350.0 1,162.07 PNA in Web 1,490.0 37 15.178 2,418.2 70.0 401.625 3,350.0 1,147.98 PNA in Web 1,490.0 34 14.687 2,374.3 65.0 372.938 3,350.0 1,132.71 PNA in Web 1,490.0 32 14.197 2,327.7 60.0 344.250 3,350.0 1,116.27 PNA in Web 1,490.0 29 13.707 2,278.2 55.0 315.563 3,350.0 1,098.66 PNA in Web 1,490.0 27 13.216 2,225.6 50.0 286.875 3,350.0 1,079.87 PNA in Web 1,490.0 24 12.726 2,169.8 45.0 258.188 3,350.0 1,059.90 PNA in Web 1,490.0 21 12.236 2,110.6 40.0 229.500 3,350.0 1,038.77 PNA in Web 1,490.0 19 11.745 2,047.9 35.0 200.813 3,350.0 1,016.45 PNA in Web 1,490.0 16 11.255 1,981.4 30.0 172.125 3,350.0 992.96 PNA in Web 1,490.0 14 10.764 1,910.9 25.0 143.438 3,350.0 968.30 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A8 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:47PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W21x132 7.50 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 7.50 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W21x132 W21x132 31.0 ft D(1.8) L(1.8) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.10, L = 0.10 ksf, Tributary Width = 18.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.464: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.50ft 68.523k100 Mn / Omega : Allowable k-ft1,143.70 Vn/Omega : Allowable W21x132 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 283.40kCompositePre-Composite Section used for this span W21x132 Mu : Applied Maximum Shear Stress Ratio = 0.242: 1 0.0ft830.84 k-ft98.602531.05 Vu : Applied Pre-Composite Deflection Ratio 2015 Composite Deflection Ratio 450 Maximum Deflection Max Downward Pre-Composite 0.185in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.826in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 15.50 ft use 53 studs. From 15.50 ft to Support 2 use 53 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 31 ft 1 0.119 0.045 98.60 830.84 12.72 283.40 Post Composite : D Only Span L = 31 ft 1 0.275 0.143 314.83 1,143.70 40.62 283.40 Post Composite : +D+L+H Span L = 31 ft 1 0.464 0.242 531.05 1,143.70 68.52 283.40 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A8 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:47PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 31 ft 1 0.275 0.143 314.83 1,143.70 40.62 283.40 Post Composite : +D+S+H Span L = 31 ft 1 0.275 0.143 314.83 1,143.70 40.62 283.40 Post Composite : +D+0.750Lr+0.750L+ Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +D+0.750L+0.750S+H Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +D+W+H Span L = 31 ft 1 0.275 0.143 314.83 1,143.70 40.62 283.40 Post Composite : +D+0.70E+H Span L = 31 ft 1 0.275 0.143 314.83 1,143.70 40.62 283.40 Post Composite : +D+0.750Lr+0.750L+ Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +D+0.750L+0.750S+0 Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +D+0.750Lr+0.750L+ Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +D+0.750L+0.750S+0 Span L = 31 ft 1 0.417 0.217 477.00 1,143.70 61.55 283.40 Post Composite : +0.60D+W+H Span L = 31 ft 1 0.165 0.086 188.90 1,143.70 24.37 283.40 Post Composite : +0.60D+0.70E+H Span L = 31 ft 1 0.165 0.086 188.90 1,143.70 24.37 283.40 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 15.707 0.1846 0.000 0.185 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 15.707 0.1846 0.000 0.185 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 15.707 0.1846 0.380 0.565 4,993.15 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + L Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + Lr + L Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + L + S Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + L + W + S/2 Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + L + S + W/2 Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 4,993.15 Postcomposite : D + L + S + E/1.4 Downward 1 15.707 0.1846 0.641 0.826 4,993.15 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 4,993.15 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 81.246 81.246 Precomposite Loads 12.723 12.723 Precomposite minus Construction 12.723 12.723 Postcomposite : D + Lr 53.346 53.346 Postcomposite : D + L 81.246 81.246 Postcomposite : D + Lr + L 81.246 81.246 Postcomposite : D + L + S 81.246 81.246 Postcomposite : D + L + W + S/2 81.246 81.246 Postcomposite : D + L + S + W/2 81.246 81.246 Postcomposite : D + L + S + E/1.4 81.246 81.246 .Steel Section Properties :W21x132 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = p:\7285~1.00-\OCTOBE~1\REFRAM~1.EC6 Description :A8 and 15.3 on S2.02A Title Block Line 1 You can changes 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: 16 OCT 2013, 12:47PM Project Descr: Steel Section Properties :W21x132 R xx= 2.930in Depth= 21.800 in R yy= 9.120 in Zy= 82.300 in^3 J= 11.300 in^4 Flange Width= 12.400 in Flange Thick = 1.040 inZx= 333.000 in^3 Area = 38.800 in^2 Weight= 132.075 plf = I xx= 3,220.00 in^4 S xx= 295.00 in^3Web Thick= 0.650 in I yy= 333.000 in^4 S yy 53.500 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Web 3,220.0 53 19.581 4,993.1 100.0 573.750 6,238.5 1,909.98 PNA in Web 3,220.0 50 19.139 4,939.0 95.0 545.063 6,238.5 1,893.79 PNA in Web 3,220.0 47 18.698 4,882.1 90.0 516.375 6,238.5 1,876.55 PNA in Web 3,220.0 45 18.257 4,822.2 85.0 487.688 6,238.5 1,858.25 PNA in Web 3,220.0 42 17.815 4,759.4 80.0 459.000 6,238.5 1,838.90 PNA in Web 3,220.0 40 17.374 4,693.3 75.0 430.313 6,238.5 1,818.49 PNA in Web 3,220.0 37 16.933 4,624.0 70.0 401.625 6,238.5 1,797.03 PNA in Web 3,220.0 34 16.491 4,551.3 65.0 372.938 6,238.5 1,774.51 PNA in Web 3,220.0 32 16.050 4,475.0 60.0 344.250 6,238.5 1,750.93 PNA in Web 3,220.0 29 15.609 4,395.0 55.0 315.563 6,238.5 1,726.29 PNA in Web 3,220.0 27 15.167 4,311.1 50.0 286.875 6,238.5 1,700.60 PNA in Web 3,220.0 24 14.726 4,223.3 45.0 258.188 6,238.5 1,673.85 PNA in Web 3,220.0 21 14.285 4,131.2 40.0 229.500 6,238.5 1,646.05 PNA in Web 3,220.0 19 13.843 4,034.8 35.0 200.813 6,238.5 1,617.19 PNA in Web 3,220.0 16 13.402 3,933.8 30.0 172.125 6,238.5 1,587.27 PNA in Web 3,220.0 14 12.961 3,828.1 25.0 143.438 6,238.5 1,556.30 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B5 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 1:50PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W24x162 22.0 ft 4. 5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 22.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W24x162 W24x162 33.0 ft D(3.3) L(2.2) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.150, L = 0.10 ksf, Tributary Width = 22.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.479: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 16.50ft 107.319k100 Mn / Omega : Allowable k-ft1,846.80 Vn/Omega : Allowable W24x162 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 352.50kCompositePre-Composite Section used for this span W24x162 Mu : Applied Maximum Shear Stress Ratio = 0.304: 1 0.0ft1,167.67 k-ft136.694885.38 Vu : Applied Pre-Composite Deflection Ratio 2192 Composite Deflection Ratio 506 Maximum Deflection Max Downward Pre-Composite 0.181in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.782in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 16.50 ft use 153 studs. From 16.50 ft to Support 2 use 153 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 33 ft 1 0.117 0.047 136.69 1,167.66 16.57 352.50 Post Composite : D Only Span L = 33 ft 1 0.317 0.201 585.91 1,846.80 71.02 352.50 Post Composite : +D+L+H Span L = 33 ft 1 0.479 0.304 885.38 1,846.80 107.32 352.50 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B5 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 1:50PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 33 ft 1 0.317 0.201 585.91 1,846.80 71.02 352.50 Post Composite : +D+S+H Span L = 33 ft 1 0.317 0.201 585.91 1,846.80 71.02 352.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +D+0.750L+0.750S+H Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +D+W+H Span L = 33 ft 1 0.317 0.201 585.91 1,846.80 71.02 352.50 Post Composite : +D+0.70E+H Span L = 33 ft 1 0.317 0.201 585.91 1,846.80 71.02 352.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +D+0.750L+0.750S+0 Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +D+0.750Lr+0.750L+ Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +D+0.750L+0.750S+0 Span L = 33 ft 1 0.439 0.279 810.51 1,846.80 98.24 352.50 Post Composite : +0.60D+W+H Span L = 33 ft 1 0.190 0.121 351.54 1,846.80 42.61 352.50 Post Composite : +0.60D+0.70E+H Span L = 33 ft 1 0.190 0.121 351.54 1,846.80 42.61 352.50 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 16.720 0.1806 0.000 0.181 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 16.720 0.1806 0.000 0.181 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 16.720 0.1806 0.398 0.578 10,065.34 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + L Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + Lr + L Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + L + S Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + L + W + S/2 Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + L + S + W/2 Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 10,065.34 Postcomposite : D + L + S + E/1.4 Downward 1 16.720 0.1806 0.601 0.782 10,065.34 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 10,065.34 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 123.888 123.888 Precomposite Loads 16.569 16.569 Precomposite minus Construction 16.569 16.569 Postcomposite : D + Lr 87.588 87.588 Postcomposite : D + L 123.888 123.888 Postcomposite : D + Lr + L 123.888 123.888 Postcomposite : D + L + S 123.888 123.888 Postcomposite : D + L + W + S/2 123.888 123.888 Postcomposite : D + L + S + W/2 123.888 123.888 Postcomposite : D + L + S + E/1.4 123.888 123.888 .Steel Section Properties :W24x162 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B5 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 1:50PM Project Descr: Steel Section Properties :W24x162 R xx= 3.050in Depth= 25.000 in R yy= 10.400 in Zy= 105.000 in^3 J= 18.500 in^4 Flange Width= 13.000 in Flange Thick = 1.220 inZx= 468.000 in^3 Area = 47.700 in^2 Weight= 162.371 plf = I xx= 5,170.00 in^4 S xx= 414.00 in^3Web Thick= 0.705 in I yy= 443.000 in^4 S yy 68.400 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 5,170.0154 24.460 10,065.3 100.0 1683.000 12,317.8 3,084.15 PNA in Flange 5,170.0146 24.395 9,956.6 95.0 1598.850 12,317.8 3,049.48 PNA in Flange 5,170.0138 24.331 9,839.2 90.0 1514.700 12,317.8 3,014.37 PNA in Flange 5,170.0131 24.266 9,712.6 85.0 1430.550 12,317.8 2,978.80 PNA in Flange 5,170.0123 24.201 9,576.2 80.0 1346.400 12,317.8 2,942.79 PNA in Flange 5,170.0115 24.136 9,429.2 75.0 1262.250 12,317.8 2,906.32 PNA in Flange 5,170.0108 24.072 9,270.8 70.0 1178.100 12,317.8 2,869.40 PNA in Flange 5,170.0100 24.007 9,100.3 65.0 1093.950 12,317.8 2,832.04 PNA in Flange 5,170.0 92 23.942 8,916.7 60.0 1009.800 12,317.8 2,794.23 PNA in Flange 5,170.0 85 23.877 8,718.9 55.0 925.650 12,317.8 2,755.97 PNA in Flange 5,170.0 77 23.813 8,505.8 50.0 841.500 12,317.8 2,717.26 PNA in Web 5,170.0 69 23.189 8,276.2 45.0 757.350 12,317.8 2,677.13 PNA in Web 5,170.0 62 21.996 8,028.7 40.0 673.200 12,317.8 2,629.64 PNA in Web 5,170.0 54 20.802 7,761.6 35.0 589.050 12,317.8 2,573.78 PNA in Web 5,170.0 46 19.608 7,473.4 30.0 504.900 12,317.8 2,509.55 PNA in Web 5,170.0 39 18.415 7,161.9 25.0 420.750 12,317.8 2,436.94 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B3 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 2:19PM Project Descr: CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : ksi Load Combination :ASCE 7-05 Beam is Fully Braced against lateral-torsion buckling by attached slab W24x131 22.0 ft 4.5 i n Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 22.0 Beam is UNSHORED for Concrete Placement 3/4" 11.0 3.0 145.0ftEffective Width Total Slab Thickness in Stud Diameterin Qn : Stud CapacitykConcrete Densitypcf Concrete f'cksi 2.0 15.0 5.0 5.0Perpendicular in in Rib Height inMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : W24x131 W24x131 30.0 ft D(4.4) L(4.4) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam + Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.20 ksf, Tributary Width = 22.0 ft, Post Composite Only .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.712: 1 Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.0ft 146.593k100 Mn / Omega : Allowable k-ft1,543.93 Vn/Omega : Allowable W24x131 %Percent Composite Action Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination span 1 296.450kCompositePre-Composite Section used for this span W24x131 Mu : Applied Maximum Shear Stress Ratio = 0.494: 1 0.0ft923.15 k-ft109.4471,099.45 Vu : Applied Pre-Composite Deflection Ratio 2342 Composite Deflection Ratio 400 Maximum Deflection Max Downward Pre-Composite 0.154in Max Upward Pre-Composite 0.000in Max Downward Composite Deflection 0.898in Max Upward Composite Deflection 0.000in .Shear Stud Requirements From Support 1 to 15.00 ft use 153 studs. From 15.00 ft to Support 2 use 153 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 30 ft 1 0.119 0.049 109.45 923.15 14.59 296.45 Post Composite : D Only Span L = 30 ft 1 0.391 0.272 604.45 1,543.93 80.59 296.45 Post Composite : +D+L+H Span L = 30 ft 1 0.712 0.494 1,099.45 1,543.93 146.59 296.45 Post Composite : +D+Lr+H Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B3 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 2:19PM Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios MV Vn / OmegaMnTr / Omega Va Span L = 30 ft 1 0.391 0.272 604.45 1,543.93 80.59 296.45 Post Composite : +D+S+H Span L = 30 ft 1 0.391 0.272 604.45 1,543.93 80.59 296.45 Post Composite : +D+0.750Lr+0.750L+ Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +D+0.750L+0.750S+H Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +D+W+H Span L = 30 ft 1 0.391 0.272 604.45 1,543.93 80.59 296.45 Post Composite : +D+0.70E+H Span L = 30 ft 1 0.391 0.272 604.45 1,543.93 80.59 296.45 Post Composite : +D+0.750Lr+0.750L+ Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +D+0.750L+0.750S+0 Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +D+0.750Lr+0.750L+ Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +D+0.750L+0.750S+0 Span L = 30 ft 1 0.632 0.439 975.70 1,543.93 130.09 296.45 Post Composite : +0.60D+W+H Span L = 30 ft 1 0.235 0.163 362.67 1,543.93 48.36 296.45 Post Composite : +0.60D+0.70E+H Span L = 30 ft 1 0.235 0.163 362.67 1,543.93 48.36 296.45 . Total Composite SectionPre-Composite Defl. Loads on Deflection LocationDeflection Ixx - UsedLoad CombinationSpan in Span Maximum Deflections for Load Combinations - Unfactored Loads Precomposite Downward 1 15.200 0.1537 0.000 0.154 0.00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 15.200 0.1537 0.000 0.154 0.00 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0.000 0.00 Postcomposite : D + Lr Downward 1 15.200 0.1537 0.409 0.563 8,334.61 Postcomposite : D + Lr Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + L Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + Lr + L Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + Lr + L Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + L + S Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + L + S Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + L + W + S/2 Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + L + W + S/2 Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + L + S + W/2 Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + L + S + W/2 Upward 1 0.000 0.0000 0.000 0.000 8,334.61 Postcomposite : D + L + S + E/1.4 Downward 1 15.200 0.1537 0.745 0.898 8,334.61 Postcomposite : D + L + S + E/1.4 Upward 1 0.000 0.0000 0.000 0.000 8,334.61 . Load CombinationSupport 1Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 161.186 161.186 Precomposite Loads 14.593 14.593 Precomposite minus Construction 14.593 14.593 Postcomposite : D + Lr 95.186 95.186 Postcomposite : D + L 161.186 161.186 Postcomposite : D + Lr + L 161.186 161.186 Postcomposite : D + L + S 161.186 161.186 Postcomposite : D + L + W + S/2 161.186 161.186 Postcomposite : D + L + S + W/2 161.186 161.186 Postcomposite : D + L + S + E/1.4 161.186 161.186 .Steel Section Properties :W24x131 Composite Steel Beam ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Licensee : monroe newell engineersLic. # : KW-06006238 File = P:\7285~1.00-\2013UP~1\Calcs\REFRAM~2.EC6 Description :B3 and 2.7 on S2.02B Title Block Line 1 You can changes 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: 25 NOV 2013, 2:19PM Project Descr: Steel Section Properties :W24x131 R xx= 2.970in Depth= 24.500 in R yy= 10.200 in Zy= 81.500 in^3 J= 9.500 in^4 Flange Width= 12.900 in Flange Thick = 0.960 inZx= 370.000 in^3 Area = 38.500 in^2 Weight= 131.054 plf = I xx= 4,020.00 in^4 S xx= 329.00 in^3Web Thick= 0.605 in I yy= 340.000 in^4 S yy 53.000 in^3 Span NumberAnalysis% ShearPlastic N.A.Sum Qn# Studs perMn - CapacityMoment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. LocationType k-ftShear (k) Composite Section Properties Span 1 PNA in Flange 4,020.0154 24.312 8,334.6 100.0 1683.000 10,079.2 2,578.36 PNA in Flange 4,020.0146 24.247 8,250.7 95.0 1598.850 10,079.2 2,546.16 PNA in Flange 4,020.0138 24.182 8,159.1 90.0 1514.700 10,079.2 2,513.51 PNA in Flange 4,020.0131 24.117 8,059.3 85.0 1430.550 10,079.2 2,480.41 PNA in Flange 4,020.0123 24.051 7,950.6 80.0 1346.400 10,079.2 2,446.85 PNA in Flange 4,020.0115 23.986 7,832.3 75.0 1262.250 10,079.2 2,412.84 PNA in Flange 4,020.0108 23.921 7,703.6 70.0 1178.100 10,079.2 2,378.38 PNA in Flange 4,020.0100 23.856 7,563.6 65.0 1093.950 10,079.2 2,343.46 PNA in Flange 4,020.0 92 23.791 7,411.2 60.0 1009.800 10,079.2 2,308.10 PNA in Flange 4,020.0 85 23.725 7,245.4 55.0 925.650 10,079.2 2,272.28 PNA in Flange 4,020.0 77 23.660 7,065.0 50.0 841.500 10,079.2 2,236.02 PNA in Flange 4,020.0 69 23.595 6,868.4 45.0 757.350 10,079.2 2,199.30 PNA in Web 4,020.0 62 23.319 6,654.1 40.0 673.200 10,079.2 2,162.02 PNA in Web 4,020.0 54 21.928 6,420.4 35.0 589.050 10,079.2 2,118.27 PNA in Web 4,020.0 46 20.537 6,165.1 30.0 504.900 10,079.2 2,064.77 PNA in Web 4,020.0 39 19.146 5,885.8 25.0 420.750 10,079.2 2,001.50 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 LOAD CASE: EQ SeismicASCE 7-10 Equivalent Lateral Force Site Class: CImportance Factor: 1.00Ss: 0.285 gS1: 0.068 gTL: 12.00 s Fa: 1.200Fv: 1.700SDs: 0.228 gSD1: 0.077 g Occupancy Category: II Seismic Design Category: B Provisions for: Force Ground Level:Base DirEccentRTa EquationBuilding Period-T X+ And -3.0Std,Ct=0.020,x=0.75Calculated Y+ And -3.0Std,Ct=0.020,x=0.75Calculated DirTaCuTT-usedEq12.8-2Eq12.8-3Eq12.8-5k X0.4851.7001.0940.8250.0760.0310.01001.163 DirTaCuTT-usedEq12.8-2Eq12.8-3Eq12.8-5k Y0.4851.7000.8200.8200.0760.0310.01001.160 Total Building Weight (kips) = 24891.51 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.750.00137.12-44.28 6158.25267.870.00238.26-52.58 5146.25148.200.00226.86-46.36 4134.83106.250.00225.19-45.00 3123.4273.550.00226.11-44.85 2112.0034.420.00219.77-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_F LevelHtFxFy ftkipskips 770.25144.750.00 658.25267.870.00 546.25148.200.00 434.83106.250.00 323.4273.550.00 212.0034.420.00 __________________ 775.050.00 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.750.00137.12-58.06 6158.25267.870.00238.26-73.65 5146.25148.200.00226.86-67.72 4134.83106.250.00225.19-66.56 3123.4273.550.00226.11-66.40 2112.0034.420.00219.77-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_F LevelHtFxFy ftkipskips 770.25144.750.00 658.25267.870.00 546.25148.200.00 434.83106.250.00 323.4273.550.00 212.0034.420.00 __________________ 775.050.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.250.00145.46143.34-51.17 6158.250.00269.30251.86-63.12 5146.250.00149.07240.49-57.04 4134.830.00106.95238.82-55.78 3123.420.0074.11239.77-55.62 2112.000.0034.73233.45-63.69 APPLIED STORY FORCES Type: EQ_ASCE710_Y_+E_F LevelHtFxFy ftkipskips 770.250.00145.46 658.250.00269.30 546.250.00149.07 434.830.00106.95 323.420.0074.11 Page 2/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 212.000.0034.73 __________________ 0.00779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.250.00145.46130.90-51.17 6158.250.00269.30224.67-63.12 5146.250.00149.07213.23-57.04 4134.830.00106.95211.56-55.78 3123.420.0074.11212.46-55.62 2112.000.0034.73206.09-63.69 APPLIED STORY FORCES Type: EQ_ASCE710_Y_-E_F LevelHtFxFy ftkipskips 770.250.00145.46 658.250.00269.30 546.250.00149.07 434.830.00106.95 323.420.0074.11 212.000.0034.73 __________________ 0.00779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.7543.64143.34-44.28 6158.25267.8780.79251.86-52.58 5146.25148.2044.72240.49-46.36 4134.83106.2532.08238.82-45.00 3123.4273.5522.23239.77-44.85 2112.0034.4210.42233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_0.3Y_+E_F LevelHtFxFy ftkipskips Page 3/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 770.25144.7543.64 658.25267.8780.79 546.25148.2044.72 434.83106.2532.08 323.4273.5522.23 212.0034.4210.42 __________________ 775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_-0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.75-43.64143.34-44.28 6158.25267.87-80.79251.86-52.58 5146.25148.20-44.72240.49-46.36 4134.83106.25-32.08238.82-45.00 3123.4273.55-22.23239.77-44.85 2112.0034.42-10.42233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_-0.3Y_+E_F LevelHtFxFy ftkipskips 770.25144.75-43.64 658.25267.87-80.79 546.25148.20-44.72 434.83106.25-32.08 323.4273.55-22.23 212.0034.42-10.42 __________________ 775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_+E_0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.7543.64143.34-44.28 6158.25-267.8780.79251.86-52.58 5146.25-148.2044.72240.49-46.36 4134.83-106.2532.08238.82-45.00 3123.42-73.5522.23239.77-44.85 2112.00-34.4210.42233.45-52.83 Page 4/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: EQ_ASCE710_-X_+E_0.3Y_+E_F LevelHtFxFy ftkipskips 770.25-144.7543.64 658.25-267.8780.79 546.25-148.2044.72 434.83-106.2532.08 323.42-73.5522.23 212.00-34.4210.42 __________________ -775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_+E_-0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.75-43.64143.34-44.28 6158.25-267.87-80.79251.86-52.58 5146.25-148.20-44.72240.49-46.36 4134.83-106.25-32.08238.82-45.00 3123.42-73.55-22.23239.77-44.85 2112.00-34.42-10.42233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-X_+E_-0.3Y_+E_F LevelHtFxFy ftkipskips 770.25-144.75-43.64 658.25-267.87-80.79 546.25-148.20-44.72 434.83-106.25-32.08 323.42-73.55-22.23 212.00-34.42-10.42 __________________ -775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_+E_Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43145.46143.34-44.28 6158.2580.36269.30251.86-52.58 Page 5/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 5146.2544.46149.07240.49-46.36 4134.8331.88106.95238.82-45.00 3123.4222.0774.11239.77-44.85 2112.0010.3334.73233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_+E_Y_+E_F LevelHtFxFy ftkipskips 770.2543.43145.46 658.2580.36269.30 546.2544.46149.07 434.8331.88106.95 323.4222.0774.11 212.0010.3334.73 __________________ 232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_+E_-Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43-145.46143.34-44.28 6158.2580.36-269.30251.86-52.58 5146.2544.46-149.07240.49-46.36 4134.8331.88-106.95238.82-45.00 3123.4222.07-74.11239.77-44.85 2112.0010.33-34.73233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_+E_-Y_+E_F LevelHtFxFy ftkipskips 770.2543.43-145.46 658.2580.36-269.30 546.2544.46-149.07 434.8331.88-106.95 323.4222.07-74.11 212.0010.33-34.73 __________________ 232.52-779.61 Page 6/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_+E_Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43145.46143.34-44.28 6158.25-80.36269.30251.86-52.58 5146.25-44.46149.07240.49-46.36 4134.83-31.88106.95238.82-45.00 3123.42-22.0774.11239.77-44.85 2112.00-10.3334.73233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_+E_Y_+E_F LevelHtFxFy ftkipskips 770.25-43.43145.46 658.25-80.36269.30 546.25-44.46149.07 434.83-31.88106.95 323.42-22.0774.11 212.00-10.3334.73 __________________ -232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_+E_-Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43-145.46143.34-44.28 6158.25-80.36-269.30251.86-52.58 5146.25-44.46-149.07240.49-46.36 4134.83-31.88-106.95238.82-45.00 3123.42-22.07-74.11239.77-44.85 2112.00-10.33-34.73233.45-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_+E_-Y_+E_F LevelHtFxFy ftkipskips 770.25-43.43-145.46 658.25-80.36-269.30 546.25-44.46-149.07 434.83-31.88-106.95 323.42-22.07-74.11 Page 7/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 212.00-10.33-34.73 __________________ -232.52-779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.7543.64130.90-44.28 6158.25267.8780.79224.67-52.58 5146.25148.2044.72213.23-46.36 4134.83106.2532.08211.56-45.00 3123.4273.5522.23212.46-44.85 2112.0034.4210.42206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_0.3Y_-E_F LevelHtFxFy ftkipskips 770.25144.7543.64 658.25267.8780.79 546.25148.2044.72 434.83106.2532.08 323.4273.5522.23 212.0034.4210.42 __________________ 775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_-0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.75-43.64130.90-44.28 6158.25267.87-80.79224.67-52.58 5146.25148.20-44.72213.23-46.36 4134.83106.25-32.08211.56-45.00 3123.4273.55-22.23212.46-44.85 2112.0034.42-10.42206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_-0.3Y_-E_F LevelHtFxFy ftkipskips Page 8/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 770.25144.75-43.64 658.25267.87-80.79 546.25148.20-44.72 434.83106.25-32.08 323.4273.55-22.23 212.0034.42-10.42 __________________ 775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_+E_0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.7543.64130.90-44.28 6158.25-267.8780.79224.67-52.58 5146.25-148.2044.72213.23-46.36 4134.83-106.2532.08211.56-45.00 3123.42-73.5522.23212.46-44.85 2112.00-34.4210.42206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-X_+E_0.3Y_-E_F LevelHtFxFy ftkipskips 770.25-144.7543.64 658.25-267.8780.79 546.25-148.2044.72 434.83-106.2532.08 323.42-73.5522.23 212.00-34.4210.42 __________________ -775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_+E_-0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.75-43.64130.90-44.28 6158.25-267.87-80.79224.67-52.58 5146.25-148.20-44.72213.23-46.36 4134.83-106.25-32.08211.56-45.00 3123.42-73.55-22.23212.46-44.85 2112.00-34.42-10.42206.09-52.83 Page 9/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: EQ_ASCE710_-X_+E_-0.3Y_-E_F LevelHtFxFy ftkipskips 770.25-144.75-43.64 658.25-267.87-80.79 546.25-148.20-44.72 434.83-106.25-32.08 323.42-73.55-22.23 212.00-34.42-10.42 __________________ -775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_+E_Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43145.46130.90-44.28 6158.2580.36269.30224.67-52.58 5146.2544.46149.07213.23-46.36 4134.8331.88106.95211.56-45.00 3123.4222.0774.11212.46-44.85 2112.0010.3334.73206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_+E_Y_-E_F LevelHtFxFy ftkipskips 770.2543.43145.46 658.2580.36269.30 546.2544.46149.07 434.8331.88106.95 323.4222.0774.11 212.0010.3334.73 __________________ 232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_+E_-Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43-145.46130.90-44.28 6158.2580.36-269.30224.67-52.58 Page 10/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 5146.2544.46-149.07213.23-46.36 4134.8331.88-106.95211.56-45.00 3123.4222.07-74.11212.46-44.85 2112.0010.33-34.73206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_+E_-Y_-E_F LevelHtFxFy ftkipskips 770.2543.43-145.46 658.2580.36-269.30 546.2544.46-149.07 434.8331.88-106.95 323.4222.07-74.11 212.0010.33-34.73 __________________ 232.52-779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_+E_Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43145.46130.90-44.28 6158.25-80.36269.30224.67-52.58 5146.25-44.46149.07213.23-46.36 4134.83-31.88106.95211.56-45.00 3123.42-22.0774.11212.46-44.85 2112.00-10.3334.73206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_+E_Y_-E_F LevelHtFxFy ftkipskips 770.25-43.43145.46 658.25-80.36269.30 546.25-44.46149.07 434.83-31.88106.95 323.42-22.0774.11 212.00-10.3334.73 __________________ -232.52779.61 Page 11/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_+E_-Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43-145.46130.90-44.28 6158.25-80.36-269.30224.67-52.58 5146.25-44.46-149.07213.23-46.36 4134.83-31.88-106.95211.56-45.00 3123.42-22.07-74.11212.46-44.85 2112.00-10.33-34.73206.09-52.83 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_+E_-Y_-E_F LevelHtFxFy ftkipskips 770.25-43.43-145.46 658.25-80.36-269.30 546.25-44.46-149.07 434.83-31.88-106.95 323.42-22.07-74.11 212.00-10.33-34.73 __________________ -232.52-779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.7543.64143.34-58.06 6158.25267.8780.79251.86-73.65 5146.25148.2044.72240.49-67.72 4134.83106.2532.08238.82-66.56 3123.4273.5522.23239.77-66.40 2112.0034.4210.42233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_0.3Y_+E_F LevelHtFxFy ftkipskips 770.25144.7543.64 658.25267.8780.79 546.25148.2044.72 434.83106.2532.08 323.4273.5522.23 Page 12/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 212.0034.4210.42 __________________ 775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_-0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.75-43.64143.34-58.06 6158.25267.87-80.79251.86-73.65 5146.25148.20-44.72240.49-67.72 4134.83106.25-32.08238.82-66.56 3123.4273.55-22.23239.77-66.40 2112.0034.42-10.42233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_-0.3Y_+E_F LevelHtFxFy ftkipskips 770.25144.75-43.64 658.25267.87-80.79 546.25148.20-44.72 434.83106.25-32.08 323.4273.55-22.23 212.0034.42-10.42 __________________ 775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_-E_0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.7543.64143.34-58.06 6158.25-267.8780.79251.86-73.65 5146.25-148.2044.72240.49-67.72 4134.83-106.2532.08238.82-66.56 3123.42-73.5522.23239.77-66.40 2112.00-34.4210.42233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-X_-E_0.3Y_+E_F LevelHtFxFy ftkipskips Page 13/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 770.25-144.7543.64 658.25-267.8780.79 546.25-148.2044.72 434.83-106.2532.08 323.42-73.5522.23 212.00-34.4210.42 __________________ -775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_-E_-0.3Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.75-43.64143.34-58.06 6158.25-267.87-80.79251.86-73.65 5146.25-148.20-44.72240.49-67.72 4134.83-106.25-32.08238.82-66.56 3123.42-73.55-22.23239.77-66.40 2112.00-34.42-10.42233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-X_-E_-0.3Y_+E_F LevelHtFxFy ftkipskips 770.25-144.75-43.64 658.25-267.87-80.79 546.25-148.20-44.72 434.83-106.25-32.08 323.42-73.55-22.23 212.00-34.42-10.42 __________________ -775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_-E_Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43145.46143.34-58.06 6158.2580.36269.30251.86-73.65 5146.2544.46149.07240.49-67.72 4134.8331.88106.95238.82-66.56 3123.4222.0774.11239.77-66.40 2112.0010.3334.73233.45-74.55 Page 14/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_-E_Y_+E_F LevelHtFxFy ftkipskips 770.2543.43145.46 658.2580.36269.30 546.2544.46149.07 434.8331.88106.95 323.4222.0774.11 212.0010.3334.73 __________________ 232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_-E_-Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43-145.46143.34-58.06 6158.2580.36-269.30251.86-73.65 5146.2544.46-149.07240.49-67.72 4134.8331.88-106.95238.82-66.56 3123.4222.07-74.11239.77-66.40 2112.0010.33-34.73233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_-E_-Y_+E_F LevelHtFxFy ftkipskips 770.2543.43-145.46 658.2580.36-269.30 546.2544.46-149.07 434.8331.88-106.95 323.4222.07-74.11 212.0010.33-34.73 __________________ 232.52-779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_-E_Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43145.46143.34-58.06 6158.25-80.36269.30251.86-73.65 Page 15/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 5146.25-44.46149.07240.49-67.72 4134.83-31.88106.95238.82-66.56 3123.42-22.0774.11239.77-66.40 2112.00-10.3334.73233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_-E_Y_+E_F LevelHtFxFy ftkipskips 770.25-43.43145.46 658.25-80.36269.30 546.25-44.46149.07 434.83-31.88106.95 323.42-22.0774.11 212.00-10.3334.73 __________________ -232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_-E_-Y_+E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43-145.46143.34-58.06 6158.25-80.36-269.30251.86-73.65 5146.25-44.46-149.07240.49-67.72 4134.83-31.88-106.95238.82-66.56 3123.42-22.07-74.11239.77-66.40 2112.00-10.33-34.73233.45-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_-E_-Y_+E_F LevelHtFxFy ftkipskips 770.25-43.43-145.46 658.25-80.36-269.30 546.25-44.46-149.07 434.83-31.88-106.95 323.42-22.07-74.11 212.00-10.33-34.73 __________________ -232.52-779.61 Page 16/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.7543.64130.90-58.06 6158.25267.8780.79224.67-73.65 5146.25148.2044.72213.23-67.72 4134.83106.2532.08211.56-66.56 3123.4273.5522.23212.46-66.40 2112.0034.4210.42206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_0.3Y_-E_F LevelHtFxFy ftkipskips 770.25144.7543.64 658.25267.8780.79 546.25148.2044.72 434.83106.2532.08 323.4273.5522.23 212.0034.4210.42 __________________ 775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_-0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25144.75-43.64130.90-58.06 6158.25267.87-80.79224.67-73.65 5146.25148.20-44.72213.23-67.72 4134.83106.25-32.08211.56-66.56 3123.4273.55-22.23212.46-66.40 2112.0034.42-10.42206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_-0.3Y_-E_F LevelHtFxFy ftkipskips 770.25144.75-43.64 658.25267.87-80.79 546.25148.20-44.72 434.83106.25-32.08 323.4273.55-22.23 Page 17/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 212.0034.42-10.42 __________________ 775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_-E_0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.7543.64130.90-58.06 6158.25-267.8780.79224.67-73.65 5146.25-148.2044.72213.23-67.72 4134.83-106.2532.08211.56-66.56 3123.42-73.5522.23212.46-66.40 2112.00-34.4210.42206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-X_-E_0.3Y_-E_F LevelHtFxFy ftkipskips 770.25-144.7543.64 658.25-267.8780.79 546.25-148.2044.72 434.83-106.2532.08 323.42-73.5522.23 212.00-34.4210.42 __________________ -775.05233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-X_-E_-0.3Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-144.75-43.64130.90-58.06 6158.25-267.87-80.79224.67-73.65 5146.25-148.20-44.72213.23-67.72 4134.83-106.25-32.08211.56-66.56 3123.42-73.55-22.23212.46-66.40 2112.00-34.42-10.42206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-X_-E_-0.3Y_-E_F LevelHtFxFy ftkipskips Page 18/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 770.25-144.75-43.64 658.25-267.87-80.79 546.25-148.20-44.72 434.83-106.25-32.08 323.42-73.55-22.23 212.00-34.42-10.42 __________________ -775.05-233.88 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_-E_Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43145.46130.90-58.06 6158.2580.36269.30224.67-73.65 5146.2544.46149.07213.23-67.72 4134.8331.88106.95211.56-66.56 3123.4222.0774.11212.46-66.40 2112.0010.3334.73206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_-E_Y_-E_F LevelHtFxFy ftkipskips 770.2543.43145.46 658.2580.36269.30 546.2544.46149.07 434.8331.88106.95 323.4222.0774.11 212.0010.3334.73 __________________ 232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_0.3X_-E_-Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2543.43-145.46130.90-58.06 6158.2580.36-269.30224.67-73.65 5146.2544.46-149.07213.23-67.72 4134.8331.88-106.95211.56-66.56 3123.4222.07-74.11212.46-66.40 2112.0010.33-34.73206.09-74.55 Page 19/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: EQ_ASCE710_0.3X_-E_-Y_-E_F LevelHtFxFy ftkipskips 770.2543.43-145.46 658.2580.36-269.30 546.2544.46-149.07 434.8331.88-106.95 323.4222.07-74.11 212.0010.33-34.73 __________________ 232.52-779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_-E_Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43145.46130.90-58.06 6158.25-80.36269.30224.67-73.65 5146.25-44.46149.07213.23-67.72 4134.83-31.88106.95211.56-66.56 3123.42-22.0774.11212.46-66.40 2112.00-10.3334.73206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_-E_Y_-E_F LevelHtFxFy ftkipskips 770.25-43.43145.46 658.25-80.36269.30 546.25-44.46149.07 434.83-31.88106.95 323.42-22.0774.11 212.00-10.3334.73 __________________ -232.52779.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_-0.3X_-E_-Y_-E_F LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.25-43.43-145.46130.90-58.06 6158.25-80.36-269.30224.67-73.65 Page 20/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 5146.25-44.46-149.07213.23-67.72 4134.83-31.88-106.95211.56-66.56 3123.42-22.07-74.11212.46-66.40 2112.00-10.33-34.73206.09-74.55 APPLIED STORY FORCES Type: EQ_ASCE710_-0.3X_-E_-Y_-E_F LevelHtFxFy ftkipskips 770.25-43.43-145.46 658.25-80.36-269.30 546.25-44.46-149.07 434.83-31.88-106.95 323.42-22.07-74.11 212.00-10.33-34.73 __________________ -232.52-779.61 Page 21/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 LOAD CASE: W WindASCE 7-10 Exposure:B Basic Wind Speed (mph): 115.0 Apply Directionality Factor, Kd = 0.85 Use Topography Factor, Kzt: 1.00 Use Calculated Frequency for X-Dir. Use Calculated Frequency for Y-Dir. Gust Factor for Flexible Structures, G: Use Calculated G for X-Dir. Gust Factor for Rigid Structures, G: Use G = 0.85 for Y-Dir. Damping Ratio for Flexible Structures= 0.01 Mean Roof Height (ft): Top Story Height = 70.25 Ground Level:Base WIND PRESSURES: X-Direction:Natural Frequency = 0.914Structure is Flexible Y-Direction:Natural Frequency = 1.219Structure is Rigid CpWindward = 0.80qLeeward (qh) = 25.71 psf GCpn (Parapet):Windward = 1.50Leeward = -1.00 HeightKzKztqzGust Factor GCpLeewardPressure (psf) ftpsfXYXYXY 70.250.8931.00025.7100.8750.850-0.500-0.47829.26127.937 58.250.8471.00024.3700.8450.850-0.442-0.50026.07827.498 46.250.7931.00022.8160.8440.850-0.445-0.50025.06526.441 34.830.7311.00021.0400.8440.850-0.447-0.50023.89825.234 23.420.6531.00018.7840.8440.850-0.447-0.50022.36423.699 12.000.5751.00016.5390.8430.850-0.448-0.50020.86522.173 0.000.5751.00016.5390.8430.850-0.448-0.50020.86522.173 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_1_X LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2523.320.00152.73-45.58 6158.2555.170.00226.51-64.62 5146.2562.140.00226.79-79.33 4134.8358.400.00226.79-80.67 3123.4255.050.00227.06-81.14 2112.0053.710.00227.35-80.74 APPLIED STORY FORCES Type: Wind_ASCE710_1_X LevelHtFxFy ftkipskips 770.2523.320.00 658.2555.170.00 Page 22/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 546.2562.140.00 434.8358.400.00 323.4255.050.00 212.0053.710.00 __________________ 307.790.00 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_1_Y LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.250.0020.74152.73-45.58 6158.250.0064.92203.06-78.27 5146.250.0084.22226.64-80.21 4134.830.0078.34226.79-81.14 3123.420.0073.81226.92-81.14 2112.000.0071.76227.21-81.30 APPLIED STORY FORCES Type: Wind_ASCE710_1_Y LevelHtFxFy ftkipskips 770.250.0020.74 658.250.0064.92 546.250.0084.22 434.830.0078.34 323.420.0073.81 212.000.0071.76 __________________ 0.00393.79 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_X+E LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2517.490.00152.73-23.09 6158.2541.380.00226.51-31.04 5146.2546.610.00226.79-45.98 4134.8343.800.00226.79-47.10 3123.4241.290.00227.06-47.68 2112.0040.280.00227.35-49.43 Page 23/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: Wind_ASCE710_2_X+E LevelHtFxFy ftkipskips 770.2517.490.00 658.2541.380.00 546.2546.610.00 434.8343.800.00 323.4241.290.00 212.0040.280.00 __________________ 230.840.00 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_X-E LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2517.490.00152.73-68.08 6158.2541.380.00226.51-98.19 5146.2546.610.00226.79-112.68 4134.8343.800.00226.79-114.24 3123.4241.290.00227.06-114.61 2112.0040.280.00227.35-112.05 APPLIED STORY FORCES Type: Wind_ASCE710_2_X-E LevelHtFxFy ftkipskips 770.2517.490.00 658.2541.380.00 546.2546.610.00 434.8343.800.00 323.4241.290.00 212.0040.280.00 __________________ 230.840.00 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_Y+E LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.250.0015.56171.39-45.58 6158.250.0048.69243.85-78.27 Page 24/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 5146.250.0063.17267.52-80.21 4134.830.0058.75267.67-81.14 3123.420.0055.36267.88-81.14 2112.000.0053.82268.25-81.30 APPLIED STORY FORCES Type: Wind_ASCE710_2_Y+E LevelHtFxFy ftkipskips 770.250.0015.56 658.250.0048.69 546.250.0063.17 434.830.0058.75 323.420.0055.36 212.000.0053.82 __________________ 0.00295.35 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_Y-E LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.250.0015.56134.07-45.58 6158.250.0048.69162.27-78.27 5146.250.0063.17185.77-80.21 4134.830.0058.75185.92-81.14 3123.420.0055.36185.97-81.14 2112.000.0053.82186.16-81.30 APPLIED STORY FORCES Type: Wind_ASCE710_2_Y-E LevelHtFxFy ftkipskips 770.250.0015.56 658.250.0048.69 546.250.0063.17 434.830.0058.75 323.420.0055.36 212.000.0053.82 __________________ 0.00295.35 Page 25/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_3_X+Y LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2517.4915.56152.73-45.58 6158.2541.3848.69203.06-64.62 5146.2546.6163.17226.64-79.33 4134.8343.8058.75226.79-80.67 3123.4241.2955.36226.92-81.14 2112.0040.2853.82227.21-80.74 APPLIED STORY FORCES Type: Wind_ASCE710_3_X+Y LevelHtFxFy ftkipskips 770.2517.4915.56 658.2541.3848.69 546.2546.6163.17 434.8343.8058.75 323.4241.2955.36 212.0040.2853.82 __________________ 230.84295.35 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_3_X-Y LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2517.49-15.56152.73-45.58 6158.2541.38-48.69203.06-64.62 5146.2546.61-63.17226.64-79.33 4134.8343.80-58.75226.79-80.67 3123.4241.29-55.36226.92-81.14 2112.0040.28-53.82227.21-80.74 APPLIED STORY FORCES Type: Wind_ASCE710_3_X-Y LevelHtFxFy ftkipskips 770.2517.49-15.56 658.2541.38-48.69 546.2546.61-63.17 434.8343.80-58.75 323.4241.29-55.36 Page 26/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 212.0040.28-53.82 __________________ 230.84-295.35 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X+Y_CW LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2513.1211.67134.07-23.09 6158.2531.0336.52162.27-31.04 5146.2534.9647.38185.77-45.98 4134.8332.8544.07185.92-47.10 3123.4230.9641.52185.97-47.68 2112.0030.2140.36186.16-49.43 APPLIED STORY FORCES Type: Wind_ASCE710_4_X+Y_CW LevelHtFxFy ftkipskips 770.2513.1211.67 658.2531.0336.52 546.2534.9647.38 434.8332.8544.07 323.4230.9641.52 212.0030.2140.36 __________________ 173.13221.51 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X+Y_CCW LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2513.1211.67171.39-68.08 6158.2531.0336.52243.85-98.19 5146.2534.9647.38267.52-112.68 4134.8332.8544.07267.67-114.24 3123.4230.9641.52267.88-114.61 2112.0030.2140.36268.25-112.05 APPLIED STORY FORCES Type: Wind_ASCE710_4_X+Y_CCW LevelHtFxFy ftkipskips Page 27/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 770.2513.1211.67 658.2531.0336.52 546.2534.9647.38 434.8332.8544.07 323.4230.9641.52 212.0030.2140.36 __________________ 173.13221.51 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X-Y_CW LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2513.12-11.67171.39-23.09 6158.2531.03-36.52243.85-31.04 5146.2534.96-47.38267.52-45.98 4134.8332.85-44.07267.67-47.10 3123.4230.96-41.52267.88-47.68 2112.0030.21-40.36268.25-49.43 APPLIED STORY FORCES Type: Wind_ASCE710_4_X-Y_CW LevelHtFxFy ftkipskips 770.2513.12-11.67 658.2531.03-36.52 546.2534.96-47.38 434.8332.85-44.07 323.4230.96-41.52 212.0030.21-40.36 __________________ 173.13-221.51 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X-Y_CCW LevelDiaph.#HtFxFyXY ftkipskipsftft 7170.2513.12-11.67134.07-68.08 6158.2531.03-36.52162.27-98.19 5146.2534.96-47.38185.77-112.68 4134.8332.85-44.07185.92-114.24 3123.4230.96-41.52185.97-114.61 2112.0030.21-40.36186.16-112.05 Page 28/29 Loads and Applied Forces RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 09:03:45 APPLIED STORY FORCES Type: Wind_ASCE710_4_X-Y_CCW LevelHtFxFy ftkipskips 770.2513.12-11.67 658.2531.03-36.52 546.2534.96-47.38 434.8332.85-44.07 323.4230.96-41.52 212.0030.21-40.36 __________________ 173.13-221.51 Page 29/29 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=6Frame Number=0Column Number=198 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)58.26 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=58.26Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.151 Eq H1-1b: 0.075 + 0.000 + 0.000 = 0.075 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=6Frame Number=0Column Number=199 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)42.57 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=42.57Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.110 Eq H1-1b: 0.055 + 0.000 + 0.000 = 0.055 Page 2/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=6Frame Number=0Column Number=200 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)57.55 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=57.55Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.149 Eq H1-1b: 0.075 + 0.000 + 0.000 = 0.075 Page 3/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=6Frame Number=0Column Number=201 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)62.35 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=62.35Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.161 Eq H1-1b: 0.081 + 0.000 + 0.000 = 0.081 Page 4/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=6Frame Number=0Column Number=203 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)56.35 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=56.35Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.146 Eq H1-1b: 0.073 + 0.000 + 0.000 = 0.073 Page 5/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=6Frame Number=0Beam Number=291 Fy (ksi)=47.50 Beam Size=W12X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)19.508.33 Lu for Bending (ft)19.508.33 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=17.17Vnx/1.50 (kip)=53.31Vax/(Vnx/1.50)=0.322 Vay (kip)=-0.00Vny/1.67 (kip)=84.18Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 1.25 j - end 9.58 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=217.59 Max (kip-ft)=77.93Mnx/1.67 (kip-ft)=88.17 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=19.37 Cbx=1.27 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.884 + 0.000 = 0.884 Page 6/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=6Frame Number=0Beam Number=292 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=7.59Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.168 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=18.33Mnx/1.67 (kip-ft)=20.10 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.912 + 0.000 = 0.912 Page 7/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=6Frame Number=0Beam Number=307 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=-7.33Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.162 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=17.69Mnx/1.67 (kip-ft)=20.10 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.880 + 0.000 = 0.880 Page 8/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=6Frame Number=0Beam Number=1032 Fy (ksi)=47.50 Beam Size=W12X35 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.254.33 Lu for Bending (ft)14.254.33 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 4.33 SHEAR CHECK: Vax (kip)=27.44Vnx/1.50 (kip)=71.25Vax/(Vnx/1.50)=0.385 Vay (kip)=0.00Vny/1.67 (kip)=116.43Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 4.33 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=292.96 Max (kip-ft)=108.09Mnx/1.67 (kip-ft)=121.36 May (kip-ft)=0.00Mny/1.67 (kip-ft)=27.26 Cbx=1.62 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.891 + 0.000 = 0.891 Page 9/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=6Frame Number=0Beam Number=1033 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)5.255.25 Lu for Bending (ft)5.255.25 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 SHEAR CHECK: Vax (kip)=-3.00Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.066 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=3.93Mnx/1.67 (kip-ft)=37.82 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.104 + 0.000 = 0.104 Page 10/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=1 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.9022.90 Lu for Bending (ft)22.9022.90 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 0.413 D - 0.700 E24 AxialLoad (kip)36.83 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=36.83Pn/1.67 ( kip)=324.21 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=45.15KL/Ry=45.15 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.114 Eq H1-1b: 0.057 + 0.000 + 0.000 = 0.057 Page 11/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=2 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.9022.90 Lu for Bending (ft)22.9022.90 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.187 D + 0.700 E24 AxialLoad (kip)52.16 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=52.16Pn/1.67 ( kip)=324.21 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=45.15KL/Ry=45.15 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.161 Eq H1-1b: 0.080 + 0.000 + 0.000 = 0.080 Page 12/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=3 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)41.14 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=41.14Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.118 Eq H1-1b: 0.059 + 0.000 + 0.000 = 0.059 Page 13/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=4 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Rfp + 0.525 E31 AxialLoad (kip)37.19 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=37.19Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.106 Eq H1-1b: 0.053 + 0.000 + 0.000 = 0.053 Page 14/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=5 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)42.09 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=42.09Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.120 Eq H1-1b: 0.060 + 0.000 + 0.000 = 0.060 Page 15/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=6 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)20.52 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=20.52Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.059 Eq H1-1b: 0.029 + 0.000 + 0.000 = 0.029 Page 16/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=7 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.6318.63 Lu for Bending (ft)18.6318.63 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Rfp + 0.525 E25 AxialLoad (kip)22.72 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=22.72Pn/1.67 ( kip)=339.59 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.73KL/Ry=36.73 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.067 Eq H1-1b: 0.033 + 0.000 + 0.000 = 0.033 Page 17/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=6Frame Number=0Brace Number=8 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.6318.63 Lu for Bending (ft)18.6318.63 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)24.29 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=24.29Pn/1.67 ( kip)=339.59 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.73KL/Ry=36.73 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.072 Eq H1-1b: 0.036 + 0.000 + 0.000 = 0.036 Page 18/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=5Frame Number=0Column Number=172 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)111.52 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=111.52Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.284 Eq H1-1a: 0.284 + 8/9(0.000 + 0.000) = 0.284 Page 19/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=5Frame Number=0Column Number=173 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)112.72 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=112.72Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.288 Eq H1-1a: 0.288 + 8/9(0.000 + 0.000) = 0.288 Page 20/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=5Frame Number=0Column Number=174 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)94.05 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=94.05Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.240 Eq H1-1a: 0.240 + 8/9(0.000 + 0.000) = 0.240 Page 21/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=5Frame Number=0Column Number=175 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)111.75 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=111.75Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.285 Eq H1-1a: 0.285 + 8/9(0.000 + 0.000) = 0.285 Page 22/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=5Frame Number=0Column Number=176 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)97.70 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=97.70Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.249 Eq H1-1a: 0.249 + 8/9(0.000 + 0.000) = 0.249 Page 23/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=5Frame Number=0Beam Number=291 Fy (ksi)=47.50 Beam Size=W14X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)19.508.04 Lu for Bending (ft)19.508.04 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=17.18Vnx/1.50 (kip)=67.35Vax/(Vnx/1.50)=0.255 Vay (kip)=-0.00Vny/1.67 (kip)=72.11Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 9.58 j - end 17.62 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=218.73 Max (kip-ft)=78.64Mnx/1.67 (kip-ft)=91.03 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=13.13 Cbx=1.21 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.864 + 0.000 = 0.864 Page 24/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=5Frame Number=0Beam Number=292 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=7.60Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.168 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=18.31Mnx/1.67 (kip-ft)=20.11 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.911 + 0.000 = 0.911 Page 25/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=5Frame Number=0Beam Number=307 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E25 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=-7.34Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.162 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=17.68Mnx/1.67 (kip-ft)=20.10 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.879 + 0.000 = 0.879 Page 26/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=5Frame Number=0Beam Number=651 Fy (ksi)=47.50 Beam Size=W12X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.254.82 Lu for Bending (ft)14.254.82 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=21.25Vnx/1.50 (kip)=53.31Vax/(Vnx/1.50)=0.399 Vay (kip)=-0.00Vny/1.67 (kip)=84.18Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 1.25 j - end 6.07 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=217.59 Max (kip-ft)=69.96Mnx/1.67 (kip-ft)=88.17 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=19.37 Cbx=1.28 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.793 + 0.000 = 0.793 Page 27/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=5Frame Number=0Beam Number=652 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)5.255.25 Lu for Bending (ft)5.255.25 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 SHEAR CHECK: Vax (kip)=-3.00Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.066 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=3.93Mnx/1.67 (kip-ft)=37.82 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.104 + 0.000 = 0.104 Page 28/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=1 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.187 D + 0.700 E25 AxialLoad (kip)40.83 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=40.83Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.126 Eq H1-1b: 0.063 + 0.000 + 0.000 = 0.063 Page 29/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=2 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)58.19 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=58.19Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.179 Eq H1-1b: 0.089 + 0.000 + 0.000 = 0.089 Page 30/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=3 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)62.40 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=62.40Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.178 Eq H1-1b: 0.089 + 0.000 + 0.000 = 0.089 Page 31/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=4 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E31 AxialLoad (kip)54.18 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=54.18Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.154 Eq H1-1b: 0.077 + 0.000 + 0.000 = 0.077 Page 32/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=5 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)58.51 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=58.51Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.167 Eq H1-1b: 0.083 + 0.000 + 0.000 = 0.083 Page 33/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=6 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E31 AxialLoad (kip)42.28 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=42.28Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.121 Eq H1-1b: 0.060 + 0.000 + 0.000 = 0.060 Page 34/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=7 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)34.82 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=34.82Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.102 Eq H1-1b: 0.051 + 0.000 + 0.000 = 0.051 Page 35/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=5Frame Number=0Brace Number=8 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)37.92 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=37.92Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.111 Eq H1-1b: 0.056 + 0.000 + 0.000 = 0.056 Page 36/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=4Frame Number=0Column Number=165 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)175.90 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=175.90Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.449 Eq H1-1a: 0.449 + 8/9(0.000 + 0.000) = 0.449 Page 37/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=4Frame Number=0Column Number=166 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E34 AxialLoad (kip)145.96 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=145.96Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.372 Eq H1-1a: 0.372 + 8/9(0.000 + 0.000) = 0.372 Page 38/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=4Frame Number=0Column Number=167 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)169.09 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=169.09Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.431 Eq H1-1a: 0.431 + 8/9(0.000 + 0.000) = 0.431 Page 39/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=4Frame Number=0Column Number=168 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)168.78 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=168.78Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.431 Eq H1-1a: 0.431 + 8/9(0.000 + 0.000) = 0.431 Page 40/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=4Frame Number=0Column Number=169 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)145.28 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=145.28Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.371 Eq H1-1a: 0.371 + 8/9(0.000 + 0.000) = 0.371 Page 41/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=4Frame Number=0Beam Number=291 Fy (ksi)=47.50 Beam Size=W14X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)19.508.04 Lu for Bending (ft)19.508.04 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=17.31Vnx/1.50 (kip)=67.35Vax/(Vnx/1.50)=0.257 Vay (kip)=-0.00Vny/1.67 (kip)=72.11Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E24 Segment distance (ft) i - end 9.58 j - end 17.62 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=218.73 Max (kip-ft)=79.29Mnx/1.67 (kip-ft)=90.54 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=13.13 Cbx=1.21 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.876 + 0.000 = 0.876 Page 42/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=4Frame Number=0Beam Number=292 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=7.62Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.169 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=18.24Mnx/1.67 (kip-ft)=20.12 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.906 + 0.000 = 0.906 Page 43/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=4Frame Number=0Beam Number=307 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E11 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=-7.43Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.164 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=17.24Mnx/1.67 (kip-ft)=20.18 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.854 + 0.000 = 0.854 Page 44/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=4Frame Number=0Beam Number=628 Fy (ksi)=47.50 Beam Size=W12X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.254.82 Lu for Bending (ft)14.254.82 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=21.17Vnx/1.50 (kip)=53.31Vax/(Vnx/1.50)=0.397 Vay (kip)=0.00Vny/1.67 (kip)=84.18Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 1.25 j - end 6.07 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=217.59 Max (kip-ft)=69.43Mnx/1.67 (kip-ft)=88.17 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=19.37 Cbx=1.28 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.787 + 0.000 = 0.787 Page 45/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=4Frame Number=0Beam Number=629 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)5.255.25 Lu for Bending (ft)5.255.25 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 SHEAR CHECK: Vax (kip)=-3.00Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.066 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=3.93Mnx/1.67 (kip-ft)=37.82 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.104 + 0.000 = 0.104 Page 46/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=1 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)49.42 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=49.42Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.152 Eq H1-1b: 0.076 + 0.000 + 0.000 = 0.076 Page 47/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=2 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)67.64 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=67.64Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.208 Eq H1-1a: 0.208 + 8/9(0.000 + 0.000) = 0.208 Page 48/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=3 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)84.06 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=84.06Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.240 Eq H1-1a: 0.240 + 8/9(0.000 + 0.000) = 0.240 Page 49/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=4 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E11 AxialLoad (kip)80.95 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=80.95Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.231 Eq H1-1a: 0.231 + 8/9(0.000 + 0.000) = 0.231 Page 50/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=5 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)79.31 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=79.31Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.226 Eq H1-1a: 0.226 + 8/9(0.000 + 0.000) = 0.226 Page 51/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=6 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)71.69 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=71.69Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.204 Eq H1-1a: 0.204 + 8/9(0.000 + 0.000) = 0.204 Page 52/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=7 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)49.37 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=49.37Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.145 Eq H1-1b: 0.072 + 0.000 + 0.000 = 0.072 Page 53/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=4Frame Number=0Brace Number=8 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)52.34 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=52.34Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.154 Eq H1-1b: 0.077 + 0.000 + 0.000 = 0.077 Page 54/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=3Frame Number=0Column Number=171 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E11 AxialLoad (kip)244.25 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=244.25Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.623 Eq H1-1a: 0.623 + 8/9(0.000 + 0.000) = 0.623 Page 55/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=3Frame Number=0Column Number=172 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)213.77 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=213.77Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.545 Eq H1-1a: 0.545 + 8/9(0.000 + 0.000) = 0.545 Page 56/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=3Frame Number=0Column Number=173 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)250.02 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=250.02Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.638 Eq H1-1a: 0.638 + 8/9(0.000 + 0.000) = 0.638 Page 57/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=3Frame Number=0Column Number=174 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E34 AxialLoad (kip)191.22 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=191.22Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.488 Eq H1-1a: 0.488 + 8/9(0.000 + 0.000) = 0.488 Page 58/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=3Frame Number=0Column Number=175 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)11.4211.42 Lu for Bending (ft)11.4211.42 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)204.64 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=204.64Pn/1.67 ( kip)=392.01 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=45.92KL/Ry=45.92 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.522 Eq H1-1a: 0.522 + 8/9(0.000 + 0.000) = 0.522 Page 59/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=3Frame Number=0Beam Number=291 Fy (ksi)=47.50 Beam Size=W14X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)19.508.04 Lu for Bending (ft)19.508.04 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=17.16Vnx/1.50 (kip)=67.35Vax/(Vnx/1.50)=0.255 Vay (kip)=0.00Vny/1.67 (kip)=72.11Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 9.58 j - end 17.62 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=218.73 Max (kip-ft)=77.32Mnx/1.67 (kip-ft)=91.69 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=13.13 Cbx=1.22 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.843 + 0.000 = 0.843 Page 60/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=3Frame Number=0Beam Number=292 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=7.75Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.171 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=17.61Mnx/1.67 (kip-ft)=20.22 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.871 + 0.000 = 0.871 Page 61/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=3Frame Number=0Beam Number=307 Fy (ksi)=47.50 Beam Size=W12X16 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E7 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=-7.41Vnx/1.50 (kip)=50.16Vax/(Vnx/1.50)=0.148 Vay (kip)=-0.00Vny/1.67 (kip)=36.09Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=133.97 Max (kip-ft)=17.59Mnx/1.67 (kip-ft)=24.95 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=5.35 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.705 + 0.000 = 0.705 Page 62/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=3Frame Number=0Beam Number=734 Fy (ksi)=47.50 Beam Size=W12X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.254.78 Lu for Bending (ft)14.254.78 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=20.90Vnx/1.50 (kip)=53.31Vax/(Vnx/1.50)=0.392 Vay (kip)=0.00Vny/1.67 (kip)=84.18Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E21 Segment distance (ft) i - end 1.25 j - end 6.03 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=217.59 Max (kip-ft)=67.73Mnx/1.67 (kip-ft)=88.17 May (kip-ft)=0.00Mny/1.67 (kip-ft)=19.37 Cbx=1.28 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.768 + 0.000 = 0.768 Page 63/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=3Frame Number=0Beam Number=735 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)5.255.25 Lu for Bending (ft)5.255.25 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 SHEAR CHECK: Vax (kip)=-3.00Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.066 Vay (kip)=-0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=3.93Mnx/1.67 (kip-ft)=37.82 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.104 + 0.000 = 0.104 Page 64/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=1 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)61.26 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=61.26Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.188 Eq H1-1b: 0.094 + 0.000 + 0.000 = 0.094 Page 65/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=2 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)22.6022.60 Lu for Bending (ft)22.6022.60 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)74.85 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=74.85Pn/1.67 ( kip)=325.37 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=44.56KL/Ry=44.56 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.230 Eq H1-1a: 0.230 + 8/9(0.000 + 0.000) = 0.230 Page 66/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=3 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)92.62 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=92.62Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.264 Eq H1-1a: 0.264 + 8/9(0.000 + 0.000) = 0.264 Page 67/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=4 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)119.81 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=119.81Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.342 Eq H1-1a: 0.342 + 8/9(0.000 + 0.000) = 0.342 Page 68/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=5 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)91.40 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=91.40Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.261 Eq H1-1a: 0.261 + 8/9(0.000 + 0.000) = 0.261 Page 69/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=6 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.9514.95 Lu for Bending (ft)14.9514.95 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)105.83 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=105.83Pn/1.67 ( kip)=350.74 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=29.48KL/Ry=29.48 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.302 Eq H1-1a: 0.302 + 8/9(0.000 + 0.000) = 0.302 Page 70/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=7 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)57.50 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=57.50Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.169 Eq H1-1b: 0.084 + 0.000 + 0.000 = 0.084 Page 71/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=3Frame Number=0Brace Number=8 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.2618.26 Lu for Bending (ft)18.2618.26 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)71.91 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=71.91Pn/1.67 ( kip)=340.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.00KL/Ry=36.00 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.211 Eq H1-1a: 0.211 + 8/9(0.000 + 0.000) = 0.211 Page 72/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=260 Fy (ksi)=46.70 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=121.99Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=121.99Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)249.45 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=249.45Pn/1.67 ( kip)=391.17 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=104.17 May (kip-ft)=0.00Mny/1.67 (kip-ft)=104.17 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.638 Eq H1-1a: 0.638 + 8/9(0.000 + 0.000) = 0.638 Page 73/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=261 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)238.14 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=238.14Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.617 Eq H1-1a: 0.617 + 8/9(0.000 + 0.000) = 0.617 Page 74/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=262 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E10 AxialLoad (kip)230.36 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=230.36Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.596 Eq H1-1a: 0.596 + 8/9(0.000 + 0.000) = 0.596 Page 75/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=263 Fy (ksi)=48.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=125.39Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=125.39Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)362.09 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=362.09Pn/1.67 ( kip)=400.28 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=107.07 May (kip-ft)=0.00Mny/1.67 (kip-ft)=107.07 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.905 Eq H1-1a: 0.905 + 8/9(0.000 + 0.000) = 0.905 Page 76/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=264 Fy (ksi)=46.00 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=120.16Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=120.16Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)278.98 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=278.98Pn/1.67 ( kip)=386.22 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=102.60 May (kip-ft)=0.00Mny/1.67 (kip-ft)=102.60 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.722 Eq H1-1a: 0.722 + 8/9(0.000 + 0.000) = 0.722 Page 77/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level=2Frame Number=0Column Number=267 Fy (ksi)=43.70 Column Size=HSS8X8X5/8 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)12.0012.00 Lu for Bending (ft)12.0012.00 K 1.001.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=114.15Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=114.15Vay/(Vny/1.67)=0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E31 AxialLoad (kip)80.56 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=80.56Pn/1.67 ( kip)=369.80 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=97.47 May (kip-ft)=0.00Mny/1.67 (kip-ft)=97.47 KL/Rx=48.26KL/Ry=48.26 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.218 Eq H1-1a: 0.218 + 8/9(0.000 + 0.000) = 0.218 Page 78/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=292 Fy (ksi)=47.50 Beam Size=W12X16 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.669.66 Lu for Bending (ft)9.669.66 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E17 Segment distance (ft) i - end 0.00 j - end 9.66 SHEAR CHECK: Vax (kip)=8.19Vnx/1.50 (kip)=50.16Vax/(Vnx/1.50)=0.163 Vay (kip)=0.00Vny/1.67 (kip)=36.09Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.525 E20 Segment distance (ft) i - end 0.00 j - end 9.66 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=133.97 Max (kip-ft)=18.90Mnx/1.67 (kip-ft)=25.03 May (kip-ft)=0.00Mny/1.67 (kip-ft)=5.35 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.755 + 0.000 = 0.755 Page 79/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=307 Fy (ksi)=47.50 Beam Size=W30X90 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)1.041.04 Lu for Bending (ft)1.041.04 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 9.66 j - end 10.70 SHEAR CHECK: Vax (kip)=152.68Vnx/1.67 (kip)=236.62Vax/(Vnx/1.67)=0.645 Vay (kip)=0.00Vny/1.67 (kip)=216.53Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 9.66 j - end 10.70 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=750.90 Max (kip-ft)=-158.53Mnx/1.67 (kip-ft)=670.78 May (kip-ft)=0.00Mny/1.67 (kip-ft)=82.25 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.236 + 0.000 = 0.236 Page 80/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=1193 Fy (ksi)=47.50 Beam Size=W27X84 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)14.254.33 Lu for Bending (ft)14.254.33 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 4.33 SHEAR CHECK: Vax (kip)=53.19Vnx/1.50 (kip)=233.36Vax/(Vnx/1.50)=0.228 Vay (kip)=0.00Vny/1.67 (kip)=218.44Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 Segment distance (ft) i - end 0.00 j - end 4.33 CALCULATED PARAMETERS: Pa ( kip)=-0.00Pn/1.67 ( kip)=705.39 Max (kip-ft)=219.07Mnx/1.67 (kip-ft)=578.34 May (kip-ft)=-0.00Mny/1.67 (kip-ft)=78.69 Cbx=1.64 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.379 + 0.000 = 0.379 Page 81/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=1194 Fy (ksi)=47.50 Beam Size=W12X14 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)5.255.25 Lu for Bending (ft)5.255.25 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 SHEAR CHECK: Vax (kip)=-3.00Vnx/1.50 (kip)=45.22Vax/(Vnx/1.50)=0.066 Vay (kip)=0.00Vny/1.67 (kip)=30.49Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E1 Segment distance (ft) i - end 0.00 j - end 5.25 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=118.32 Max (kip-ft)=3.93Mnx/1.67 (kip-ft)=37.82 May (kip-ft)=0.00Mny/1.67 (kip-ft)=4.50 Cbx=1.14 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.104 + 0.000 = 0.104 Page 82/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=1203 Fy (ksi)=47.50 Beam Size=W12X19 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.927.71 Lu for Bending (ft)9.927.71 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E30 Segment distance (ft) i - end 7.71 j - end 9.92 SHEAR CHECK: Vax (kip)=-11.16Vnx/1.50 (kip)=54.47Vax/(Vnx/1.50)=0.205 Vay (kip)=-0.00Vny/1.67 (kip)=47.90Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E31 Segment distance (ft) i - end 0.00 j - end 7.71 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=158.43 Max (kip-ft)=-27.93Mnx/1.67 (kip-ft)=58.55 May (kip-ft)=0.00Mny/1.67 (kip-ft)=7.06 Cbx=2.01 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.477 + 0.000 = 0.477 Page 83/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level=2Frame Number=0Beam Number=1204 Fy (ksi)=47.50 Beam Size=W16X26 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)9.588.33 Lu for Bending (ft)9.588.33 K 1.001.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.140 D + 0.750 Lp + 0.525 E30 Segment distance (ft) i - end 0.00 j - end 1.25 SHEAR CHECK: Vax (kip)=14.32Vnx/1.67 (kip)=66.98Vax/(Vnx/1.67)=0.214 Vay (kip)=-0.00Vny/1.67 (kip)=64.76Vay/(Vny/1.67)=0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E31 Segment distance (ft) i - end 1.25 j - end 9.58 CALCULATED PARAMETERS: Pa ( kip)=0.00Pn/1.67 ( kip)=218.44 Max (kip-ft)=-27.95Mnx/1.67 (kip-ft)=104.77 May (kip-ft)=0.00Mny/1.67 (kip-ft)=12.99 Cbx=2.17 INTERACTION EQUATION: Pa/(Pn/1.67))=0.000 Eq H1-1b: 0.000 + 0.267 + 0.000 = 0.267 Page 84/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=1 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.3615.36 Lu for Bending (ft)15.3615.36 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)116.13 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=116.13Pn/1.67 ( kip)=349.61 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.28KL/Ry=30.28 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.332 Eq H1-1a: 0.332 + 8/9(0.000 + 0.000) = 0.332 Page 85/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=2 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.3615.36 Lu for Bending (ft)15.3615.36 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)59.17 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=59.17Pn/1.67 ( kip)=349.61 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.28KL/Ry=30.28 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.169 Eq H1-1b: 0.085 + 0.000 + 0.000 = 0.085 Page 86/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=3 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.5715.57 Lu for Bending (ft)15.5715.57 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)55.03 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=55.03Pn/1.67 ( kip)=349.02 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.70KL/Ry=30.70 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.158 Eq H1-1b: 0.079 + 0.000 + 0.000 = 0.079 Page 87/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=4 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.5715.57 Lu for Bending (ft)15.5715.57 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E11 AxialLoad (kip)107.40 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=107.40Pn/1.67 ( kip)=349.02 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.70KL/Ry=30.70 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.308 Eq H1-1a: 0.308 + 8/9(0.000 + 0.000) = 0.308 Page 88/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=5 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E25 AxialLoad (kip)122.60 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=122.60Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.351 Eq H1-1a: 0.351 + 8/9(0.000 + 0.000) = 0.351 Page 89/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=6 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)178.37 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=178.37Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.510 Eq H1-1a: 0.510 + 8/9(0.000 + 0.000) = 0.510 Page 90/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=7 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E24 AxialLoad (kip)118.80 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=118.80Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.340 Eq H1-1a: 0.340 + 8/9(0.000 + 0.000) = 0.340 Page 91/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=8 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)15.4015.40 Lu for Bending (ft)15.4015.40 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)115.95 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=115.95Pn/1.67 ( kip)=349.48 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=30.37KL/Ry=30.37 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.332 Eq H1-1a: 0.332 + 8/9(0.000 + 0.000) = 0.332 Page 92/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=9 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.6318.63 Lu for Bending (ft)18.6318.63 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)-0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)-0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=-0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E28 AxialLoad (kip)81.99 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=81.99Pn/1.67 ( kip)=339.59 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.73KL/Ry=36.73 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.241 Eq H1-1a: 0.241 + 8/9(0.000 + 0.000) = 0.241 Page 93/94 Member Code Check RAM Frame 14.06.00.00 DataBase: 10-22-08_2011 12/18/13 08:27:22 Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level=2Frame Number=0Brace Number=10 Fy (ksi)=46.00 Brace Size=HSS8X8X1/2 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu for Axial (ft)18.6318.63 Lu for Bending (ft)18.6318.63 K 0.500.50 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D ShearTopVmajor (kip)-0.00 Vminor (kip)0.00 ShearBot.Vmajor (kip)-0.00 Vminor (kip)0.00 SHEAR CHECK: Vax (kip)=-0.00Vnx/1.67 (kip)=101.52Vax/(Vnx/1.67)=0.000 Vay (kip)=0.00Vny/1.67 (kip)=101.52Vay/(Vny/1.67)=0.000 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.140 D + 0.750 Lp + 0.750 Rfp + 0.525 E21 AxialLoad (kip)119.70 MomentTopMmajor (kip-ft)0.00 Mminor (kip-ft)0.00 MomentBot.Mmajor (kip-ft)0.00 Mminor (kip-ft)0.00 CALCULATED PARAMETERS: Pa ( kip)=119.70Pn/1.67 ( kip)=339.59 Max (kip-ft)=0.00Mnx/1.67 (kip-ft)=86.08 May (kip-ft)=0.00Mny/1.67 (kip-ft)=86.08 KL/Rx=36.73KL/Ry=36.73 Cbx=1.00 INTERACTION EQUATION: Pa/(Pn/1.67))=0.352 Eq H1-1a: 0.352 + 8/9(0.000 + 0.000) = 0.352 Page 94/94 Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Section Cut ID:SC2H:15 (Horizontal) Story:4 Ag =4320 in2Imaj =34601452 in4Imin =5049195 in4 Major Axis Orientation:90.00 degrees (CCW from global X-axis) Wall Design Group:2 Design Status:PASS “Min Maj PLAN VIEW SC2H:15A SC2H:15B SC2H:15C Axial/Flexural Results: Interaction:0.443 OK Pu =143.32 kipsphiPn =323.79 kips Mu =6771.1 kip-ftatBeta =2.6 deg CCW from Major axis Controlling Load Combo:0.900 D + 1.400 E35 (LC 500) Code Ref:10.3.7 Shear Results: Segment SC2H:15A: Length = 8.83 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =60.2 kipphiVn =277.3 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E30 (LC 279) Code Ref:14.2.3 & 11.9.5 Segment SC2H:15B: Length = 18.33 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =197.5 kipphiVn =575.5 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E34 (LC 283) Code Ref:14.2.3 & 11.9.5 Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Shear Results: Segment SC2H:15C: Length = 8.83 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =77.4 kipphiVn =277.3 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E21 (LC 270) Code Ref:14.2.3 & 11.9.5 Reinforcement Checks: Min Vert Reinf Ratio:Limit:0.250%Actual:0.573%(11.9.9.4)OK Segment SC2H:15A: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Segment SC2H:15B: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Segment SC2H:15C: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Page 2/2 Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Section Cut ID:SC2H:10 (Horizontal) Story:4 Ag =4220 in2Imaj =32052615 in4Imin =4757900 in4 Major Axis Orientation:0.00 degrees (CCW from global X-axis) Wall Design Group:2 Design Status:PASS “Min Maj PLAN VIEW SC2H:10A SC2H:10B SC2H:10C Axial/Flexural Results: Interaction:0.482 OK Pu =220.96 kipsphiPn =458.77 kips Mu =7493.9 kip-ftatBeta =-6.9 deg CCW from Major axis Controlling Load Combo:0.900 D + 1.400 E31 (LC 496) Code Ref:10.3.7 Shear Results: Segment SC2H:10A: Length = 8.67 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =74.6 kipphiVn =272.0 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E31 (LC 280) Code Ref:14.2.3 & 11.9.5 Segment SC2H:10B: Length = 17.83 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =275.0 kipphiVn =559.8 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E21 (LC 270) Code Ref:14.2.3 & 11.9.5 Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Shear Results: Segment SC2H:10C: Length = 8.67 ftThick = 10.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =57.6 kipphiVn =272.0 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E17 (LC 266) Code Ref:14.2.3 & 11.9.5 Reinforcement Checks: Min Vert Reinf Ratio:Limit:0.250%Actual:0.565%(11.9.9.4)OK Segment SC2H:10A: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Segment SC2H:10B: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Segment SC2H:10C: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 1 Actual: 2 (14.3.4) OK Page 2/2 Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Section Cut ID:SC2H:4 (Horizontal) Story:2 Ag =43840 in2Imaj =14728639305 in4Imin =3599059627 in4 Major Axis Orientation:90.00 degrees (CCW from global X-axis) Wall Design Group:2 Design Status:PASS “Min Maj PLAN VIEW SC2H:4A SC2H:4BSC2H:4C SC2H:4D Axial/Flexural Results: Interaction:0.041 OK Pu =4152.27 kipsphiPn =100388.09 kips Mu =48585.5 kip-ftatBeta =11.5 deg CCW from Major axis Controlling Load Combo:1.200 D + 1.600 Lp + 0.500 Rfp (LC 2) Code Ref:10.3.7 Shear Results: Segment SC2H:4A: Length = 12.50 ftThick = 16.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =196.7 kipphiVn =468.7 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E16 (LC 265) Code Ref:14.2.3 & 11.9.5 Segment SC2H:4B: Length = 43.75 ftThick = 16.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =583.3 kipphiVn =1640.5 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E34 (LC 283) Section Cut Design Summary RAM Concrete Shearwall 14.06.00.00 Database: 10-22-08_2011 12/18/13 10:18:48 Design Code: ACI 318-11 Shear Results: Code Ref:14.2.3 & 11.9.5 Segment SC2H:4C: Length = 90.67 ftThick = 16.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =521.3 kipphiVn =3399.8 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E17 (LC 266) Code Ref:14.2.3 & 11.9.5 Segment SC2H:4D: Length = 81.42 ftThick = 16.00 inf'c = 5000 psify = 60 ksi Vert Bar Pat: #6@18" ocHoriz Bar Pat: #6@18" oc Vu =1239.1 kipphiVn =3052.9 kip OK Controlling Load Combo:1.200 D + 0.500 Lp + 1.400 E21 (LC 270) Code Ref:14.2.3 & 11.9.5 Reinforcement Checks: Min Vert Reinf Ratio:Limit:0.250%Actual:0.314%(11.9.9.4)OK Segment SC2H:4A: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 2 Actual: 2 (14.3.4) OK Segment SC2H:4B: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 2 Actual: 2 (14.3.4) OK Segment SC2H:4C: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 2 Actual: 2 (14.3.4) OK Segment SC2H:4D: Max Vert Bar Spacing Limit: 18.00 in Actual: 18.00 in (11.9.9.5) OK Min Vert Bar Spacing Limit: 1.00 in Actual: 17.25 in (7.6.1) OK Min Number of Reinf Curtains: 2 Actual: 2 (14.3.4) OK Page 2/2