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31A-088 2nd floor Girde CalcsCS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 1 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG2 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: 6.1 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 7.50" 45 22 Live 1 2 3 7 8 3 7 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 114# -- 2 3' 7.500" Wall N/A N/A 1.500" 114# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 69# 44# 2 69# 44# Design spans 3' 1.375" Product: Hem-Fir (N) #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 88.# 3922.# 2% 1.85' Total Load D+L Shear 57.# 2682.# 2% 2.78' Total Load D+L LL Deflection 0.0010" 0.1038" L/999+ 1.85' Total Load L TL Deflection 0.0010" 0.1557" L/999+ 1.85' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 2 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG3 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: 13.7 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 8.00" 49 16 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 8.00" 157 52 Live Replacement Uniform (PLF) Top 10' 8.00" 12' 9.75" 157 52 Live 1 2 12 9 12 12 9 12 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" 1757# -- 2 12' 9.750" Wall N/A N/A 1.500" 1651# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1255# 502# 2 1175# 475# Design spans 12' 2.500" Product: 1-3/4x9-1/4 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5333.# 20704.# 25% 6.49' Total Load D+L Shear 1534.# 9227.# 16% 0.4' Total Load D+L TL Deflection 0.2062" 0.6104" L/710 6.49' Total Load D+L LL Deflection 0.1472" 0.4069" L/995 6.49' Total Load L Control: LL Deflection 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 CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 3 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG4 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: 14.0 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 5.25" 143 7 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 5.25" 320 80 Live Replacement Uniform (PLF) Top 10' 5.25" 12' 3.00" 143 7 Live Replacement Uniform (PLF) Top 10' 5.25" 12' 3.00" 320 80 Live 1 2 12 3 0 12 3 0 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" 3295# -- 2 12' 3.000" Wall N/A N/A 1.500" 3295# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 2705# 591# 2 2705# 591# Design spans 11' 8.250" Product: 1-3/4x9-1/2 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9628.# 21774.# 44% 6.02' Total Load D+L Shear 2849.# 9476.# 30% 0.19' Total Load D+L TL Deflection 0.3156" 0.5844" L/444 6.02' Total Load D+L LL Deflection 0.2590" 0.3896" L/541 6.02' Total Load L Control: LL Deflection 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 CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 4 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG6 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: 11.7 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 47 101 Snow Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 9 2 Live Replacement Uniform (PLF) Top 5' 7.00" 16' 3.00" 49 16 Live Replacement Uniform (PLF) Top 6' 3.00" 16' 3.00" 27 7 Live Replacement Uniform (PLF) Top 10' 2.94" 16' 3.00" 47 101 Snow Point (LBS) Top 6' 3.00" 5 687 Live Point (LBS) Top 6' 3.00" 1669 0 Snow Point (LBS) Top 10' 2.94" 5 691 Live Point (LBS) Top 10' 2.94" 1677 0 Snow Point (LBS) Top 15' 10.38" 0 99 Live Point (LBS) Top 15' 10.38" -7 433 Live Point (LBS) Top 15' 10.38" 896 0 Snow 1 2 16 3 0 16 3 0 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" 3378# -- 2 16' 3.000" Wall N/A N/A 1.500" 4987# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 449# 1899# 1479# 2 617# 2888# 2098# Design spans 15' 8.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 17418.# 24466.# 71% 6.25' Total Load D+S Shear 3377.# 9081.# 37% 15.08' Total Load D+S TL Deflection 0.7815" 0.7844" L/240 8.02' Total Load D+S LL Deflection 0.4726" 0.5229" L/398 8.02' Total Load S Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 5 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG8 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: 6.1 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 2.25" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 7.75" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 7.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 7.75" 40 13 Live Replacement Uniform (PLF) Top 6' 2.25" 10' 7.75" -53 -13 Live Replacement Uniform (PLF) Top 6' 2.25" 10' 7.75" 27 7 Live Replacement Uniform (PLF) Top 6' 2.25" 10' 7.75" 27 13 Live Point (LBS) Top 6' 4.00" 74 60 Live 1 2 10 7 12 10 7 12 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" 606# -355# 2 10' 7.750" Girder N/A N/A N/A 795# -515# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 429# 177# 2 560# 235# Design spans 9' 11.875" Product: Hem-Fir (N) #2 2 x 10 2 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 355lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 516lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1833.# 3922.# 46% 6.21' Total Load D+L Negative Moment 1047.# 3922.# 26% 6.18' Total Load D+L Shear 667.# 2682.# 24% 9.71' Total Load D+L LL Deflection 0.0708" 0.3330" L/999+ 5.21' Total Load L TL Deflection 0.1013" 0.4995" L/999+ 5.21' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 AlperGlenAlperRevised051615 -7- 1-15 11:06am 6 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 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. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. 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: 14.7 PLF Filename: Q:\AlperGlen Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 8.00" 157 52 Live Replacement Uniform (PLF) Top 10' 8.00" 12' 8.00" 157 52 Live Replacement Uniform (PLF) Top 12' 8.00" 16' 0.00" 45 22 Live Point (LBS) Top 12' 6.25" 44 109 Live Point (LBS) Top 15' 7.38" -23 -6 Snow Point (LBS) Top 15' 7.38" 0 45 Live Point (LBS) Top 15' 7.38" 0 60 Live Point (LBS) Top 15' 7.38" 172 0 Snow 1 2 16 0 0 16 0 0 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" 1701# -- 2 16' 0.000" Wall N/A N/A 1.500" 1557# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1176# 0# 525# 2 934# 149# 616# Design spans 15' 2.750" Product: Douglas Fir-Larch (N) #1 6 x 12 1 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6440.# 13133.# 49% 8' Total Load D+L Shear 1486.# 7168.# 20% 0.4' Total Load D+L LL Deflection 0.1630" 0.5076" L/999+ 8' Total Load L TL Deflection 0.2403" 0.7615" L/760 8' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table