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CS 1st floor girder CalcCS Structure™ 2018.9 [Build 16] kmBeamEngine 2018.9.0.1 Materials Database 1572 Keiter54EmersonWay - Level 6 1-27-21 3:40pm 1 of 2 All product names are trademarks of their respective owners Copyright (C) 2018 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED. **Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Member Data Description: CalcG9 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 3.75" 78 24 Snow Replacement Uniform (PLF) Top 0' 0.00" 8' 3.25" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 4.50" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 4.50" 9 2 Live Replacement Uniform (PLF) Top 0' 0.00" 22' 6.25" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 27' 7.50" 0 57 Live Replacement Uniform (PLF) Top 1' 3.75" 12' 4.25" 47 15 Snow Replacement Uniform (PLF) Top 8' 3.25" 27' 7.50" 27 7 Live Replacement Uniform (PLF) Top 8' 3.88" 12' 4.25" 25 7 Snow Replacement Uniform (PLF) Top 8' 4.50" 12' 4.25" 27 7 Live Replacement Uniform (PLF) Top 8' 4.50" 22' 6.25" 27 7 Live Replacement Uniform (PLF) Top 12' 4.25" 27' 7.50" 27 7 Live Replacement Uniform (PLF) Top 22' 6.25" 26' 9.50" 83 83 Live Point (LBS) Top 5' 8.25" 0 122 Live Point (LBS) Top 5' 8.25" 945 392 Live Point (LBS) Top 8' 3.88" 14 2012 Live Point (LBS) Top 8' 3.88" 4923 0 Snow Point (LBS) Top 8' 6.25" 450 139 Live Point (LBS) Top 8' 6.25" 446 165 Live Point (LBS) Top 22' 6.25" 953 1799 Live Point (LBS) Top 22' 6.25" 2916 0 Snow Point (LBS) Top 27' 2.88" 213 53 Live Point (LBS) Top 27' 2.88" 187 382 Snow 1 2 3 4 5 8 4 16 10 0 5 1 4 27 7 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" -- -2240# 2 5' 8.250" Wall N/A N/A 3.061" 12051# -- 3 22' 6.250" Wall N/A N/A 2.329" 9170# -- 4 27' 7.500" Wall N/A N/A 1.500" 612# -416# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 -620# -1396# -726# 2 3367# 6297# 4803# 3 2850# 4038# 4004# 4 -334# -361# 106# Design spans 5' 3.625" 16' 10.000" 4' 8.625" CS Structure™ 2018.9 [Build 16] kmBeamEngine 2018.9.0.1 Materials Database 1572 Keiter54EmersonWay - Level 6 1-27-21 3:40pm 2 of 2 All product names are trademarks of their respective owners Copyright (C) 2018 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED. **Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 2240lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 416lbs at bearing 4 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7229.'# 34462.'# 20% 10.74' Even Spans D+0.75(L+S) Negative Moment 13490.'# 34462.'# 39% 5.69' Adjacent 1 D+0.75(L+S) Shear 7617.# 12905.# 59% 5.7' Total Load D+S TL Deflection 0.2169" 0.8417" L/931 13.26' Even Spans D+0.75(L+S) LL Deflection 0.1271" 0.5611" L/999+ 12.42' Even Spans 0.75(L+S) Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives