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32A-201 2nd floor girder calcs(2)CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 1 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG1 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 2.00" 197 49 Live Replacement Uniform (PLF) Top 3' 2.00" 3' 9.50" -74 0 Snow Replacement Uniform (PLF) Top 3' 2.00" 3' 9.50" 150 -13 Live 1 2 3 9 8 3 9 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 402# -- 2 3' 9.500" Girder N/A N/A N/A 370# -13# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 315# 0# 87# 2 301# -22# 69# Design spans 3' 2.500" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 321.'# 10637.'# 3% 1.9' Total Load D+L Negative Moment 1.'# 12233.'# 0% 3.34' Total Load D+S Shear 157.# 3948.# 3% 2.54' Total Load D+L TL Deflection 0.0012" 0.1604" L/999+ 1.9' Total Load D+L LL Deflection 0.0010" 0.1069" L/999+ 1.9' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 2 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 10.63" 47 12 Live Replacement Uniform (PLF) Top 3' 10.63" 3' 11.50" 47 12 Live Replacement Uniform (PLF) Top 3' 10.63" 3' 11.50" 129 14 Live 1 2 3 11 8 3 11 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 105# -- 2 3' 11.500" Wall N/A N/A 1.500" 105# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 77# 29# 2 77# 29# Design spans 3' 3.375" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 86.'# 10637.'# 0% 1.93' Total Load D+L Shear 42.# 3948.# 1% 2.59' Total Load D+L TL Deflection 0.0010" 0.1641" L/999+ 1.93' Total Load D+L LL Deflection 0.0010" 0.1094" L/999+ 1.93' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 3 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 79 104 Snow 1 2 7 10 15 7 10 15 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" 875# -215# 2 7' 10.938" Wall N/A N/A 1.500" 875# -215# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 259# 284# 468# 2 259# 284# 468# Design spans 7' 1.688" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 1562.'# 12233.'# 12% 3.96' Total Load D+0.75(L+S) Negative Moment 386.'# 10637.'# 3% 3.96' Total Load D+L Shear 633.# 4541.# 13% 6.81' Total Load D+0.75(L+S) TL Deflection 0.0294" 0.3571" L/999+ 3.96' Total Load D+0.75(L+S) LL Deflection 0.0137" 0.2380" L/999+ 3.96' Total Load 0.75(L+S) Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 4 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 11.7 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 4' 5.75" 9' 5.75" 1 186 Live Replacement Uniform (PLF) Top 4' 5.75" 9' 5.75" 362 0 Snow Replacement Uniform (PLF) Top 9' 5.75" 10' 9.75" 1 260 Live Replacement Uniform (PLF) Top 9' 5.75" 10' 9.75" 521 0 Snow Point (LBS) Top 0' 4.63" 187 58 Snow Point (LBS) Top 4' 8.00" -0 441 Live Point (LBS) Top 4' 8.00" 955 0 Snow 1 2 10 9 12 10 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" 2149# -- 2 10' 9.750" Wall N/A N/A 1.500" 3228# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 269# 1380# 769# 2 272# 2067# 1161# Design spans 10' 0.500" 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 7974.'# 24466.'# 32% 5.41' Total Load D+S Shear 2440.# 9081.# 26% 9.47' Total Load D+S TL Deflection 0.1404" 0.5021" L/858 5.41' Total Load D+S LL Deflection 0.0901" 0.3347" L/999+ 5.41' Total Load S Control: Positive Moment 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 5 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG5 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:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 1 73 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 227 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 0 81 Live Replacement Uniform (PLF) Top 2' 0.00" 15' 4.00" 1 85 Live Replacement Uniform (PLF) Top 2' 0.00" 15' 4.00" 263 0 Snow Replacement Uniform (PLF) Top 2' 1.75" 15' 4.00" -23 -7 Snow Point (LBS) Top 0' 4.63" -1012 0 Snow Point (LBS) Top 0' 4.63" -3 -110 Live Point (LBS) Top 14' 11.38" 1 84 Live Point (LBS) Top 14' 11.38" 97 126 Snow Point (LBS) Top 14' 11.38" 261 0 Snow Point (LBS) Top 14' 11.38" 35 10 Snow 1 2 15 4 0 15 4 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" 3375# -437# 2 15' 4.000" Wall N/A N/A 1.500" 4007# -224# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 682# 845# 1359# 2 686# 2301# 1706# Design spans 14' 6.750" 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. Review gravity uplift reaction force of 437lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12477.'# 24466.'# 50% 7.67' Total Load D+0.75(L+S) Negative Moment 1623.'# 21275.'# 7% 7.67' Total Load D+L Shear 2964.# 9081.# 32% 14.22' Total Load D+0.75(L+S) TL Deflection 0.4874" 0.7281" L/358 7.67' Total Load D+0.75(L+S) LL Deflection 0.2762" 0.4854" L/632 7.67' Total Load 0.75(L+S) CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 6 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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. 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 7 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 7.50" 150 38 Live Replacement Uniform (PLF) Top 0' 7.50" 3' 9.50" 197 49 Live 1 2 3 9 8 3 9 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 385# -- 2 3' 9.500" Girder N/A N/A N/A 403# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 301# 85# 2 315# 88# Design spans 3' 2.500" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 322.'# 10637.'# 3% 1.9' Total Load D+L Shear 156.# 3948.# 3% 0.3' Total Load D+L TL Deflection 0.0012" 0.1604" L/999+ 1.9' Total Load D+L LL Deflection 0.0010" 0.1069" L/999+ 1.9' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 8 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG7 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 47 12 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 129 14 Live Replacement Uniform (PLF) Top 0' 5.50" 3' 11.50" 47 12 Live 1 2 3 11 8 3 11 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" 116# -- 2 3' 11.500" Girder N/A N/A N/A 105# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 86# 30# 2 77# 29# Design spans 3' 3.375" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 87.'# 10637.'# 0% 2.03' Total Load D+L Shear 42.# 3948.# 1% 2.68' Total Load D+L TL Deflection 0.0010" 0.1641" L/999+ 2.03' Total Load D+L LL Deflection 0.0010" 0.1094" L/999+ 2.03' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 9 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 10.94" 79 104 Snow 1 2 7 10 15 7 10 15 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" 875# -215# 2 7' 10.938" Wall N/A N/A 1.500" 875# -215# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 259# 284# 468# 2 259# 284# 468# Design spans 7' 1.688" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 1562.'# 12233.'# 12% 3.96' Total Load D+0.75(L+S) Negative Moment 386.'# 10637.'# 3% 3.96' Total Load D+L Shear 633.# 4541.# 13% 6.81' Total Load D+0.75(L+S) TL Deflection 0.0294" 0.3571" L/999+ 3.96' Total Load D+0.75(L+S) LL Deflection 0.0137" 0.2380" L/999+ 3.96' Total Load 0.75(L+S) Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 10 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: 11.7 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 1 259 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 520 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 1' 4.00" 6' 4.00" 1 186 Live Replacement Uniform (PLF) Top 1' 4.00" 6' 4.00" 360 0 Snow Point (LBS) Top 6' 1.75" -0 441 Live Point (LBS) Top 6' 1.75" 955 0 Snow Point (LBS) Top 10' 5.13" 187 58 Snow 1 2 10 9 12 10 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" 3218# -- 2 10' 9.750" Wall N/A N/A 1.500" 2145# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 272# 2060# 1158# 2 269# 1377# 768# Design spans 10' 0.500" 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 7954.'# 24466.'# 32% 5.41' Total Load D+S Shear 2432.# 9081.# 26% 0.4' Total Load D+S TL Deflection 0.1401" 0.5021" L/860 5.41' Total Load D+S LL Deflection 0.0898" 0.3347" L/999+ 5.41' Total Load S Control: Positive Moment 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 11 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG10 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:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 13' 2.25" -23 -7 Snow Replacement Uniform (PLF) Top 0' 0.00" 13' 4.00" 1 85 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 4.00" 263 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 4.00" 0 81 Live Replacement Uniform (PLF) Top 13' 4.00" 15' 4.00" 1 73 Live Replacement Uniform (PLF) Top 13' 4.00" 15' 4.00" 227 0 Snow Point (LBS) Top 0' 4.63" 35 10 Snow Point (LBS) Top 0' 4.63" 1 84 Live Point (LBS) Top 0' 4.63" 97 126 Snow Point (LBS) Top 0' 4.63" 261 0 Snow Point (LBS) Top 14' 11.38" -1012 0 Snow Point (LBS) Top 14' 11.38" -3 -110 Live 1 2 15 4 0 15 4 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" 4007# -224# 2 15' 4.000" Wall N/A N/A 1.500" 3375# -437# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 686# 2301# 1706# 2 682# 845# 1359# Design spans 14' 6.750" 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. Review gravity uplift reaction force of 437lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12477.'# 24466.'# 50% 7.67' Total Load D+0.75(L+S) Negative Moment 1623.'# 21275.'# 7% 7.67' Total Load D+L Shear 2964.# 9081.# 32% 0.4' Total Load D+0.75(L+S) TL Deflection 0.4874" 0.7281" L/358 7.67' Total Load D+0.75(L+S) LL Deflection 0.2762" 0.4854" L/632 7.67' Total Load 0.75(L+S) CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 12 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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. 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 13 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG11 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 6.50" 0 25 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 6.50" 79 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 0 1 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 27 7 Live Replacement Uniform (PLF) Top 3' 6.50" 8' 0.25" 1 107 Live Replacement Uniform (PLF) Top 3' 6.50" 8' 0.25" 334 0 Snow Point (LBS) Top 7' 7.63" 107 33 Snow 1 2 8 0 4 8 0 4 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" 822# -- 2 8' 0.250" Wall N/A N/A 1.500" 1562# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 119# 581# 241# 2 121# 1142# 420# Design spans 7' 3.000" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 2211.'# 12233.'# 18% 4.37' Total Load D+S Shear 970.# 4541.# 21% 6.91' Total Load D+S TL Deflection 0.0410" 0.3624" L/999+ 4.01' Total Load D+S LL Deflection 0.0296" 0.2416" L/999+ 4.01' Total Load S Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 14 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG12 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 4' 5.75" 1 107 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 5.75" 334 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 0 1 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 0.25" 27 7 Live Replacement Uniform (PLF) Top 4' 5.75" 8' 0.25" 0 25 Live Replacement Uniform (PLF) Top 4' 5.75" 8' 0.25" 79 0 Snow Point (LBS) Top 0' 4.63" 107 33 Snow 1 2 8 0 4 8 0 4 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" 1562# -- 2 8' 0.250" Wall N/A N/A 1.500" 822# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 121# 1142# 420# 2 119# 581# 241# Design spans 7' 3.000" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 2211.'# 12233.'# 18% 3.65' Total Load D+S Shear 970.# 4541.# 21% 0.4' Total Load D+S TL Deflection 0.0410" 0.3624" L/999+ 4.01' Total Load D+S LL Deflection 0.0296" 0.2416" L/999+ 4.01' Total Load S Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 15 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG16 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 47 94 Snow Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 40 13 Live Point (LBS) Top 0' 4.63" 12 1651 Live Point (LBS) Top 0' 4.63" 4337 0 Snow Point (LBS) Top 3' 3.75" -1 0 Snow Point (LBS) Top 3' 3.75" 315 100 Live Point (LBS) Top 12' 7.38" 2 331 Live Point (LBS) Top 12' 7.38" 525 0 Snow 1 2 13 0 0 13 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" 6275# -- 2 13' 0.000" Wall N/A N/A 1.500" 1434# -37# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 822# 4341# 1934# 2 648# 525# 555# Design spans 12' 2.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 3000.'# 10637.'# 28% 5.89' Total Load D+L Negative Moment 1134.'# 10637.'# 10% 6.5' Total Load D+L Shear 961.# 3948.# 24% 0.4' Total Load D+L TL Deflection 0.1669" 0.6115" L/879 6.5' Total Load D+L LL Deflection 0.1243" 0.4076" L/999+ 6.5' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 16 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG17 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 20' 1.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 1.50" 27 7 Live Point (LBS) Top 7' 4.25" -23 0 Snow Point (LBS) Top 7' 4.25" 301 82 Live Point (LBS) Top 17' 7.75" 89 47 Live 1 2 3 15 10 4 4 3 4 20 1 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" 604# -- 2 15' 10.250" Wall N/A N/A 1.500" 1782# -- 3 20' 1.500" Girder N/A N/A N/A 33# -589# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 453# -8# 152# 2 1325# -26# 457# 3 -485# 13# -104# Design spans 15' 5.625" 3' 11.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 590lbs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2449.'# 10637.'# 23% 7.35' Odd Spans D+L Negative Moment 2622.'# 10637.'# 24% 15.85' Total Load D+L Shear 831.# 3948.# 21% 15.08' Total Load D+L TL Deflection 0.1605" 0.7734" L/999+ 7.34' Odd Spans D+L LL Deflection 0.1215" 0.5156" L/999+ 7.34' Odd Spans L Control: Negative Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 17 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG18 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 0.00" 40 13 Live Replacement Uniform (PLF) Top 2' 4.00" 9' 10.00" 27 7 Live Replacement Uniform (PLF) Top 9' 10.00" 13' 0.00" 13 3 Live Replacement Uniform (PLF) Top 12' 11.13" 13' 0.00" 47 94 Snow Point (LBS) Top 0' 4.63" 2 331 Live Point (LBS) Top 0' 4.63" 525 0 Snow Point (LBS) Top 9' 8.25" 315 101 Live Point (LBS) Top 12' 7.38" 12 1651 Live Point (LBS) Top 12' 7.38" 4337 0 Snow 1 2 13 0 0 13 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" 1430# -37# 2 13' 0.000" Wall N/A N/A 1.500" 6257# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 643# 525# 554# 2 788# 4337# 1919# Design spans 12' 2.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 2964.'# 10637.'# 27% 7.11' Total Load D+L Negative Moment 1134.'# 10637.'# 10% 6.5' Total Load D+L Shear 936.# 3948.# 23% 12' Total Load D+L TL Deflection 0.1649" 0.6115" L/890 6.5' Total Load D+L LL Deflection 0.1226" 0.4076" L/999+ 6.5' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 18 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG19 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 7.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 1.50" 27 7 Live Replacement Uniform (PLF) Top 2' 7.50" 12' 7.50" 13 3 Live Replacement Uniform (PLF) Top 12' 7.50" 20' 1.50" 27 7 Live Point (LBS) Top 2' 5.75" 89 47 Live Point (LBS) Top 12' 9.25" 301 98 Live 1 2 3 4 3 4 15 10 4 20 1 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 32# -535# 2 4' 3.250" Wall N/A N/A 1.500" 1589# -- 3 20' 1.500" Wall N/A N/A 1.500" 588# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 -433# -101# 2 1157# 432# 3 435# 153# Design spans 3' 11.750" 15' 5.625" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 535lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2337.'# 10637.'# 21% 12.77' Even Spans D+L Negative Moment 2397.'# 10637.'# 22% 4.27' Total Load D+L Shear 745.# 3948.# 18% 3.48' Total Load D+L TL Deflection 0.1509" 0.7734" L/999+ 12.78' Even Spans D+L LL Deflection 0.1119" 0.5156" L/999+ 12.78' Even Spans L Control: Negative Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 19 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG20 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 9.50" -252 -6 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 9.50" 55 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 7' 5.50" 212 53 Live Replacement Uniform (PLF) Top 3' 9.50" 7' 4.63" 47 12 Live Replacement Uniform (PLF) Top 7' 4.63" 7' 5.50" 47 12 Live Point (LBS) Top 3' 7.75" -174 -90 Live Point (LBS) Top 3' 7.75" 13 0 Snow 1 2 7 5 8 7 5 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" 952# -771# 2 7' 5.500" Wall N/A N/A 1.500" 1049# -332# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 745# 148# 206# 2 823# 55# 226# Design spans 6' 8.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 772lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 333lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1672.'# 10637.'# 15% 3.8' Total Load D+L Negative Moment 1179.'# 10637.'# 11% 3.39' Total Load D+L Shear 724.# 3948.# 18% 6.4' Total Load D+L TL Deflection 0.0275" 0.3344" L/999+ 3.78' Total Load D+L LL Deflection 0.0216" 0.2229" L/999+ 3.78' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12- 5-14 7:40am 20 of 20 All product names are trademarks of their respective owners Copyright (C) 2013 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: CalcG21 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: 5.9 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 47 12 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 5.50" 212 53 Live Replacement Uniform (PLF) Top 0' 5.50" 3' 8.00" 47 12 Live Replacement Uniform (PLF) Top 3' 8.00" 7' 5.50" -252 -44 Live Point (LBS) Top 3' 9.75" -174 -99 Live 1 2 7 5 8 7 5 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" 1049# -369# 2 7' 5.500" Wall N/A N/A 1.500" 952# -872# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 823# 226# 2 745# 206# Design spans 6' 8.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 370lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 873lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1672.'# 10637.'# 15% 3.66' Total Load D+L Negative Moment 1311.'# 10637.'# 12% 4.06' Total Load D+L Shear 724.# 3948.# 18% 0.4' Total Load D+L TL Deflection 0.0275" 0.3344" L/999+ 3.68' Total Load D+L LL Deflection 0.0216" 0.2229" L/999+ 3.68' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160%