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32A-201 1ST FLOOR GIRDER CALCS(3)CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 1 of 32 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: 6.8 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' 2.63" 106 12 Live Replacement Uniform (PLF) Top 3' 2.63" 3' 11.50" 106 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" 203# -- 2 3' 11.500" Girder N/A N/A N/A 203# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 173# 30# 2 173# 30# Design spans 3' 3.375" Product: Spruce-Pine-Fir #2 2 x 12 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 167.'# 4614.'# 3% 2.03' Total Load D+L Shear 87.# 3038.# 2% 0.4' Total Load D+L LL Deflection 0.0010" 0.1094" L/999+ 2.03' Total Load L TL Deflection 0.0010" 0.1641" L/999+ 2.03' 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 2 of 32 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: 6.8 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' 11.50" 122 31 Live Replacement Uniform (PLF) Top 0' 11.50" 3' 9.50" 167 42 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 313# -- 2 3' 9.500" Girder N/A N/A N/A 343# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 242# 71# 2 266# 77# Design spans 3' 2.500" Product: Spruce-Pine-Fir #2 2 x 12 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 272.'# 4614.'# 5% 1.9' Total Load D+L Shear 148.# 3038.# 4% 0.3' Total Load D+L LL Deflection 0.0010" 0.1069" L/999+ 1.9' Total Load L TL Deflection 0.0010" 0.1604" L/999+ 1.9' 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 3 of 32 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: 3.4 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" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 27 7 Live Replacement Uniform (PLF) Top 2' 0.00" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 2' 0.00" 6' 3.50" 27 7 Live Point (LBS) Top 0' 2.75" 0 87 Live Point (LBS) Top 0' 3.00" 0 125 Live 1 2 2 0 0 4 3 8 6 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall N/A N/A 1.500" 620# -- 2 6' 3.500" Girder N/A N/A N/A 39# -94# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 240# 380# 2 107# -67# Design spans 2' 0.000" (left cant) 4' 0.000" Product: Spruce-Pine-Fir #2 2 x 12 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 11.'# 2307.'# 0% 5.4' Even Spans D+L Negative Moment 512.'# 2307.'# 22% 2' Total Load D+L Shear 286.# 1519.# 18% 1.1' Total Load D+L LL Deflection 0.0012" 0.1333" L/999+ 4' Even Spans L TL Deflection -0.0033" 0.2000" L/999+ 3.6' Cants Only D+L LL Defl., Lt. 0.0027" 0.2000" 2L/999+ 0' Cants Only L TL Defl., Lt. 0.0130" 0.2000" 2L/999+ 0' Cants Only D+L Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 4 of 32 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: 3.4 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' 3.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 3.50" 27 7 Live Replacement Uniform (PLF) Top 4' 3.50" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 4' 3.50" 6' 3.50" 27 7 Live Point (LBS) Top 6' 0.50" 0 125 Live Point (LBS) Top 6' 0.75" 0 87 Live 1 2 4 3 8 2 0 0 6 3 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 39# -94# 2 4' 3.500" Wall N/A N/A 1.500" 620# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 107# -67# 2 240# 380# Design spans 4' 0.000" 2' 0.000" (right cant) Product: Spruce-Pine-Fir #2 2 x 12 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 11.'# 2307.'# 0% 0.89' Odd Spans D+L Negative Moment 512.'# 2307.'# 22% 4.29' Total Load D+L Shear 286.# 1519.# 18% 4.3' Total Load D+L LL Deflection 0.0012" 0.1333" L/999+ 2.29' Odd Spans L TL Deflection -0.0033" 0.2000" L/999+ 2.69' Cants Only D+L LL Defl., Rt. 0.0027" 0.2000" 2L/999+ 6.29' Cants Only L TL Defl., Rt. 0.0130" 0.2000" 2L/999+ 6.29' Cants Only D+L Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 5 of 32 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: 3.4 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' 8.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 1' 8.00" 6' 3.50" 27 7 Live Point (LBS) Top 0' 2.75" 0 87 Live Point (LBS) Top 0' 3.00" 116 177 Snow 1 2 2 0 0 4 3 8 6 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall N/A N/A 1.500" 760# -- 2 6' 3.500" Girder N/A N/A N/A 16# -148# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 240# 166# 455# 2 107# -50# -90# Design spans 2' 0.000" (left cant) 4' 0.000" Product: Spruce-Pine-Fir #2 2 x 12 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 2.'# 2307.'# 0% 5.8' Even Spans D+L Negative Moment 728.'# 2653.'# 27% 2' Total Load D+0.75(L+S) Shear 411.# 1747.# 23% 1.1' Total Load D+0.75(L+S) LL Deflection -0.0016" 0.1333" L/999+ 3.6' Cants Only 0.75(L+S) TL Deflection -0.0048" 0.2000" L/999+ 3.6' Cants Only D+0.75(L+S) LL Defl., Lt. 0.0061" 0.2000" 2L/999+ 0' Cants Only 0.75(L+S) TL Defl., Lt. 0.0189" 0.2000" 2L/999+ 0' Cants Only D+0.75(L+S) Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 6 of 32 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: 6.8 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' 9.25" 69 17 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 9.25" 231 58 Live Replacement Uniform (PLF) Top 0' 9.25" 1' 11.50" 69 17 Live Replacement Uniform (PLF) Top 0' 9.25" 1' 11.50" 231 58 Live 1 2 1 11 8 1 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 318# -- 2 1' 11.500" Girder N/A N/A N/A 318# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 250# 68# 2 250# 68# Design spans 1' 8.000" Product: Spruce-Pine-Fir #2 2 x 12 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 133.'# 4614.'# 2% 0.98' Total Load D+L LL Deflection 0.0010" 0.0556" L/999+ 0.98' Total Load L TL Deflection 0.0010" 0.0833" L/999+ 0.98' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Shear cannot be calculated because member`s length is less then 2d. 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 7 of 32 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: 6.8 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' 8.88" 106 12 Live Replacement Uniform (PLF) Top 0' 8.88" 3' 11.50" 106 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" Girder N/A N/A N/A 203# -- 2 3' 11.500" Wall N/A N/A 1.500" 203# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 173# 30# 2 173# 30# Design spans 3' 3.375" Product: Spruce-Pine-Fir #2 2 x 12 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 167.'# 4614.'# 3% 1.93' Total Load D+L Shear 87.# 3038.# 2% 2.75' Total Load D+L LL Deflection 0.0010" 0.1094" L/999+ 1.93' Total Load L TL Deflection 0.0010" 0.1641" L/999+ 1.93' 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 8 of 32 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: 6.8 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' 10.00" 167 42 Live Replacement Uniform (PLF) Top 2' 10.00" 3' 9.50" 122 31 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 343# -- 2 3' 9.500" Girder N/A N/A N/A 313# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 266# 77# 2 242# 71# Design spans 3' 2.500" Product: Spruce-Pine-Fir #2 2 x 12 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 272.'# 4614.'# 5% 1.9' Total Load D+L Shear 148.# 3038.# 4% 2.7' Total Load D+L LL Deflection 0.0010" 0.1069" L/999+ 1.9' Total Load L TL Deflection 0.0010" 0.1604" L/999+ 1.9' 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 9 of 32 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: 3.4 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' 3.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 3.50" 27 7 Live Replacement Uniform (PLF) Top 4' 3.50" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 4' 3.50" 6' 3.50" 27 7 Live Point (LBS) Top 6' 0.50" 0 125 Live Point (LBS) Top 6' 0.75" 0 87 Live 1 2 4 3 8 2 0 0 6 3 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 39# -94# 2 4' 3.500" Wall N/A N/A 1.500" 620# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 107# -67# 2 240# 380# Design spans 4' 0.000" 2' 0.000" (right cant) Product: Spruce-Pine-Fir #2 2 x 12 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 11.'# 2307.'# 0% 0.89' Odd Spans D+L Negative Moment 512.'# 2307.'# 22% 4.29' Total Load D+L Shear 286.# 1519.# 18% 4.3' Total Load D+L LL Deflection 0.0012" 0.1333" L/999+ 2.29' Odd Spans L TL Deflection -0.0033" 0.2000" L/999+ 2.69' Cants Only D+L LL Defl., Rt. 0.0027" 0.2000" 2L/999+ 6.29' Cants Only L TL Defl., Rt. 0.0130" 0.2000" 2L/999+ 6.29' Cants Only D+L Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 10 of 32 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: 3.4 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" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 27 7 Live Replacement Uniform (PLF) Top 2' 0.00" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 2' 0.00" 6' 3.50" 27 7 Live Point (LBS) Top 0' 2.75" 0 87 Live Point (LBS) Top 0' 3.00" 0 125 Live 1 2 2 0 0 4 3 8 6 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall N/A N/A 1.500" 620# -- 2 6' 3.500" Girder N/A N/A N/A 39# -94# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 240# 380# 2 107# -67# Design spans 2' 0.000" (left cant) 4' 0.000" Product: Spruce-Pine-Fir #2 2 x 12 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 11.'# 2307.'# 0% 5.4' Even Spans D+L Negative Moment 512.'# 2307.'# 22% 2' Total Load D+L Shear 286.# 1519.# 18% 1.1' Total Load D+L LL Deflection 0.0012" 0.1333" L/999+ 4' Even Spans L TL Deflection -0.0033" 0.2000" L/999+ 3.6' Cants Only D+L LL Defl., Lt. 0.0027" 0.2000" 2L/999+ 0' Cants Only L TL Defl., Lt. 0.0130" 0.2000" 2L/999+ 0' Cants Only D+L Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 11 of 32 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: 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: 3.4 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' 7.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 4' 7.50" 6' 3.50" 27 7 Live Point (LBS) Top 6' 0.50" 116 177 Snow Point (LBS) Top 6' 0.75" 0 87 Live 1 2 4 3 8 2 0 0 6 3 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 16# -148# 2 4' 3.500" Wall N/A N/A 1.500" 760# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 107# -50# -90# 2 240# 166# 455# Design spans 4' 0.000" 2' 0.000" (right cant) Product: Spruce-Pine-Fir #2 2 x 12 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 2.'# 2307.'# 0% 0.49' Odd Spans D+L Negative Moment 728.'# 2653.'# 27% 4.29' Total Load D+0.75(L+S) Shear 411.# 1747.# 23% 4.3' Total Load D+0.75(L+S) LL Deflection -0.0016" 0.1333" L/999+ 2.69' Cants Only 0.75(L+S) TL Deflection -0.0048" 0.2000" L/999+ 2.69' Cants Only D+0.75(L+S) LL Defl., Rt. 0.0061" 0.2000" 2L/999+ 6.29' Cants Only 0.75(L+S) TL Defl., Rt. 0.0189" 0.2000" 2L/999+ 6.29' Cants Only D+0.75(L+S) Control: Negative 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 12 of 32 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: 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: 6.8 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' 2.25" 69 17 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 2.25" 231 58 Live Replacement Uniform (PLF) Top 1' 2.25" 1' 11.50" 69 17 Live Replacement Uniform (PLF) Top 1' 2.25" 1' 11.50" 231 58 Live 1 2 1 11 8 1 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 318# -- 2 1' 11.500" Girder N/A N/A N/A 318# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 250# 68# 2 250# 68# Design spans 1' 8.000" Product: Spruce-Pine-Fir #2 2 x 12 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 133.'# 4614.'# 2% 0.98' Total Load D+L LL Deflection 0.0010" 0.0556" L/999+ 0.98' Total Load L TL Deflection 0.0010" 0.0833" L/999+ 0.98' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Shear cannot be calculated because member`s length is less then 2d. 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™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 13 of 32 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: CalcG13 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: 6.8 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" 6' 0.25" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 1.75" 27 7 Live Replacement Uniform (PLF) Top 6' 0.25" 9' 7.25" 6 1 Live Replacement Uniform (PLF) Top 9' 7.25" 14' 0.25" 27 7 Live Replacement Uniform (PLF) Top 14' 0.25" 20' 1.75" 27 7 Live Point (LBS) Top 4' 5.00" -101 0 Snow Point (LBS) Top 4' 5.00" -31 0 Snow Point (LBS) Top 4' 5.00" 394 365 Live Point (LBS) Top 4' 5.00" 814 190 Live Point (LBS) Top 5' 10.50" 194 47 Live Point (LBS) Top 14' 2.00" 242 83 Live Point (LBS) Top 19' 9.13" -10 0 Snow Point (LBS) Top 19' 9.13" 0 147 Live Point (LBS) Top 19' 9.13" 115 117 Live Point (LBS) Top 19' 9.13" 113 122 Live Point (LBS) Top 19' 9.13" 439 0 Snow Point (LBS) Top 19' 9.13" 403 324 Live 1 2 3 6 7 4 13 6 8 20 1 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" 677# -34# 2 6' 7.250" Wall N/A N/A 2.101" 2679# -3# 3 20' 1.750" Wall N/A N/A 1.500" 1939# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 520# -37# 157# 2 1906# -97# 772# 3 1029# 432# 838# Design spans 6' 2.875" 13' 1.875" Product: Spruce-Pine-Fir #2 2 x 12 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 2139.'# 4614.'# 46% 4.42' Odd Spans D+L Negative Moment 2346.'# 4614.'# 50% 6.6' Total Load D+L Shear 1841.# 3038.# 60% 5.89' Total Load D+L LL Deflection 0.0667" 0.4385" L/999+ 13.84' Even Spans L TL Deflection 0.0822" 0.6578" L/999+ 14.01' Even Spans D+L CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 14 of 32 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: Shear 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 15 of 32 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: CalcG14 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: 6.8 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' 3.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 11.00" 27 7 Live Replacement Uniform (PLF) Top 2' 3.00" 8' 4.50" 27 7 Live Replacement Uniform (PLF) Top 8' 4.50" 12' 11.00" 27 7 Live Point (LBS) Top 0' 4.63" -1 0 Snow Point (LBS) Top 0' 4.63" 0 162 Live Point (LBS) Top 0' 4.63" 82 116 Live Point (LBS) Top 0' 4.63" 119 137 Live Point (LBS) Top 0' 4.63" 463 0 Snow Point (LBS) Top 0' 4.63" 247 281 Live Point (LBS) Top 8' 2.75" 266 89 Live Point (LBS) Top 12' 6.38" 0 93 Live Point (LBS) Top 12' 6.38" 198 60 Live Point (LBS) Top 12' 6.38" 437 146 Live Point (LBS) Top 12' 6.38" 238 1832 Live Point (LBS) Top 12' 6.38" 3840 0 Snow 1 2 12 11 0 12 11 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" 1845# -- 2 12' 11.000" Wall N/A N/A 1.500" 6216# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 865# 462# 849# 2 1368# 3840# 2310# Design spans 12' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2224.'# 4614.'# 48% 8.22' Total Load D+L Shear 606.# 3038.# 19% 11.92' Total Load D+L LL Deflection 0.0828" 0.4049" L/999+ 6.46' Total Load L TL Deflection 0.1128" 0.6073" L/999+ 6.46' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 16 of 32 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: CalcG15 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: 6.8 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' 2.75" 80 20 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 3.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 11.00" 6 1 Live Replacement Uniform (PLF) Top 1' 2.75" 2' 3.50" 80 20 Live Replacement Uniform (PLF) Top 2' 3.00" 8' 4.50" 27 7 Live Replacement Uniform (PLF) Top 2' 3.50" 2' 5.44" 80 20 Live Replacement Uniform (PLF) Top 2' 5.44" 3' 5.44" 80 10 Live Replacement Uniform (PLF) Top 3' 5.44" 4' 3.50" 80 -19 Live Replacement Uniform (PLF) Top 4' 3.50" 8' 3.50" 80 -21 Live Replacement Uniform (PLF) Top 8' 3.50" 9' 3.50" 80 -16 Live Replacement Uniform (PLF) Top 8' 4.50" 12' 11.00" 27 7 Live Replacement Uniform (PLF) Top 9' 3.50" 10' 1.38" 80 12 Live Replacement Uniform (PLF) Top 10' 1.38" 10' 1.56" 80 20 Live Replacement Uniform (PLF) Top 10' 1.56" 10' 3.50" 80 20 Live Replacement Uniform (PLF) Top 10' 3.50" 11' 4.75" 80 20 Live Replacement Uniform (PLF) Top 11' 4.75" 12' 11.00" 80 20 Live Point (LBS) Top 0' 4.63" 44 0 Snow Point (LBS) Top 0' 4.63" 0 93 Live Point (LBS) Top 0' 4.63" 130 0 Snow Point (LBS) Top 0' 4.63" 100 82 Live Point (LBS) Top 0' 4.63" 97 112 Live Point (LBS) Top 4' 4.38" 0 21 Live Point (LBS) Top 8' 2.63" 0 21 Live Point (LBS) Top 12' 6.38" 0 93 Live Point (LBS) Top 12' 6.38" 572 243 Live 1 2 12 11 0 12 11 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" 1273# -- 2 12' 11.000" Wall N/A N/A 1.500" 1702# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 881# 174# 393# 2 1255# 0# 447# Design spans 12' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 17 of 32 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2244.'# 4614.'# 48% 6.46' Total Load D+L Shear 656.# 3038.# 21% 11.92' Total Load D+L LL Deflection 0.1105" 0.4049" L/999+ 6.46' Total Load L TL Deflection 0.1211" 0.6073" L/999+ 6.46' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 18 of 32 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: 3.4 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" 6' 0.75" 80 -23 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 6' 0.75" 7' 0.75" -31 0 Snow Replacement Uniform (PLF) Top 6' 0.75" 7' 0.75" 80 -32 Live Replacement Uniform (PLF) Top 7' 0.75" 7' 10.63" -7 0 Snow Replacement Uniform (PLF) Top 7' 0.75" 7' 10.63" 80 8 Live Replacement Uniform (PLF) Top 7' 10.63" 7' 10.81" 80 20 Live Replacement Uniform (PLF) Top 7' 10.81" 8' 0.75" 80 20 Live Replacement Uniform (PLF) Top 8' 0.75" 10' 9.75" 80 20 Live Point (LBS) Top 0' 4.63" 0 130 Live Point (LBS) Top 0' 4.63" 142 0 Snow Point (LBS) Top 0' 4.63" 485 170 Live Point (LBS) Top 5' 11.88" 0 21 Live Point (LBS) Top 10' 5.38" 0 93 Live Point (LBS) Top 10' 5.38" 243 61 Live 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" 1322# -- 2 10' 9.750" Wall N/A N/A 1.500" 1025# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1051# 128# 271# 2 809# -22# 216# Design spans 10' 0.750" Product: Spruce-Pine-Fir #2 2 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 1420.'# 2307.'# 61% 5.92' Total Load D+L Negative Moment 81.'# 2653.'# 3% 4.41' Total Load D+S Shear 494.# 1519.# 32% 9.94' Total Load D+L LL Deflection 0.1042" 0.3354" L/999+ 5.42' Total Load L TL Deflection 0.1044" 0.5031" L/999+ 5.42' Total Load D+L CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 19 of 32 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: 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 20 of 32 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: 6.8 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" 15' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 27 7 Live Point (LBS) Top 3' 6.38" 250 74 Live Point (LBS) Top 14' 7.38" 88 0 Snow Point (LBS) Top 14' 7.38" 68 55 Live Point (LBS) Top 14' 7.38" 0 162 Live Point (LBS) Top 14' 7.38" 384 586 Live Point (LBS) Top 14' 7.38" 1151 0 Snow 1 2 15 0 0 15 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" 775# -- 2 15' 0.000" Wall N/A N/A 1.500" 2557# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 574# 0# 201# 2 887# 1239# 963# Design spans 14' 2.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2402.'# 4614.'# 52% 6.79' Total Load D+L Shear 706.# 3038.# 23% 0.4' Total Load D+L LL Deflection 0.1310" 0.4743" L/999+ 7.5' Total Load L TL Deflection 0.1778" 0.7115" L/960 7.5' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 21 of 32 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: 6.8 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" 15' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 27 7 Live Point (LBS) Top 0' 4.63" 0 162 Live Point (LBS) Top 0' 4.63" 584 0 Snow Point (LBS) Top 0' 4.63" 451 362 Live Point (LBS) Top 11' 5.63" 250 74 Live 1 2 15 0 0 15 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" 1785# -- 2 15' 0.000" Wall N/A N/A 1.500" 775# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 886# 584# 683# 2 574# 0# 201# Design spans 14' 2.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2402.'# 4614.'# 52% 8.21' Total Load D+L Shear 706.# 3038.# 23% 13.9' Total Load D+L LL Deflection 0.1310" 0.4743" L/999+ 7.5' Total Load L TL Deflection 0.1778" 0.7115" L/960 7.5' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 22 of 32 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: 6.8 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" 6' 1.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 1.75" 27 7 Live Replacement Uniform (PLF) Top 6' 1.50" 10' 6.50" 27 7 Live Replacement Uniform (PLF) Top 10' 6.50" 14' 1.50" 6 1 Live Replacement Uniform (PLF) Top 14' 1.50" 20' 1.75" 27 7 Live Point (LBS) Top 0' 4.63" -10 0 Snow Point (LBS) Top 0' 4.63" 0 147 Live Point (LBS) Top 0' 4.63" 115 117 Live Point (LBS) Top 0' 4.63" 113 122 Live Point (LBS) Top 0' 4.63" 439 0 Snow Point (LBS) Top 0' 4.63" 403 324 Live Point (LBS) Top 5' 11.75" 242 83 Live Point (LBS) Top 14' 3.25" 194 47 Live Point (LBS) Top 15' 8.75" -101 0 Snow Point (LBS) Top 15' 8.75" -31 0 Snow Point (LBS) Top 15' 8.75" 394 365 Live Point (LBS) Top 15' 8.75" 814 190 Live 1 2 3 13 6 8 6 7 4 20 1 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" 1939# -- 2 13' 6.500" Wall N/A N/A 2.101" 2679# -3# 3 20' 1.750" Wall N/A N/A 1.500" 677# -34# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1029# 432# 838# 2 1906# -97# 772# 3 520# -37# 157# Design spans 13' 1.875" 6' 2.875" Product: Spruce-Pine-Fir #2 2 x 12 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 2139.'# 4614.'# 46% 15.73' Even Spans D+L Negative Moment 2346.'# 4614.'# 50% 13.54' Total Load D+L Shear 1841.# 3038.# 60% 13.55' Total Load D+L LL Deflection 0.0667" 0.4385" L/999+ 6.31' Odd Spans L TL Deflection 0.0822" 0.6578" L/999+ 6.14' Odd Spans D+L CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 23 of 32 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: Shear 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 24 of 32 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: 6.8 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' 6.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 11.00" 27 7 Live Replacement Uniform (PLF) Top 4' 6.50" 10' 8.00" 27 7 Live Replacement Uniform (PLF) Top 10' 8.00" 12' 11.00" 27 7 Live Point (LBS) Top 0' 4.63" 0 93 Live Point (LBS) Top 0' 4.63" 198 60 Live Point (LBS) Top 0' 4.63" 437 146 Live Point (LBS) Top 0' 4.63" 238 1832 Live Point (LBS) Top 0' 4.63" 3840 0 Snow Point (LBS) Top 4' 8.25" 266 89 Live Point (LBS) Top 12' 6.38" -1 0 Snow Point (LBS) Top 12' 6.38" 0 162 Live Point (LBS) Top 12' 6.38" 82 116 Live Point (LBS) Top 12' 6.38" 119 137 Live Point (LBS) Top 12' 6.38" 463 0 Snow Point (LBS) Top 12' 6.38" 247 281 Live 1 2 12 11 0 12 11 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" 6216# -- 2 12' 11.000" Wall N/A N/A 1.500" 1845# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1368# 3840# 2310# 2 865# 462# 849# Design spans 12' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2224.'# 4614.'# 48% 4.7' Total Load D+L Shear 606.# 3038.# 19% 0.4' Total Load D+L LL Deflection 0.0828" 0.4049" L/999+ 6.46' Total Load L TL Deflection 0.1128" 0.6073" L/999+ 6.46' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 25 of 32 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: 6.8 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' 6.25" 80 20 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 11.00" 6 1 Live Replacement Uniform (PLF) Top 1' 6.25" 2' 7.50" 80 20 Live Replacement Uniform (PLF) Top 2' 7.50" 2' 9.44" 80 20 Live Replacement Uniform (PLF) Top 2' 9.44" 3' 7.50" 80 12 Live Replacement Uniform (PLF) Top 3' 7.50" 4' 7.50" 80 -16 Live Replacement Uniform (PLF) Top 4' 6.50" 10' 8.00" 27 7 Live Replacement Uniform (PLF) Top 4' 7.50" 8' 7.50" 80 -21 Live Replacement Uniform (PLF) Top 8' 7.50" 9' 5.56" 80 -19 Live Replacement Uniform (PLF) Top 9' 5.56" 10' 5.56" 80 10 Live Replacement Uniform (PLF) Top 10' 5.56" 10' 7.50" 80 20 Live Replacement Uniform (PLF) Top 10' 7.50" 11' 8.25" 80 20 Live Replacement Uniform (PLF) Top 10' 8.00" 12' 11.00" 27 7 Live Replacement Uniform (PLF) Top 11' 8.25" 12' 11.00" 80 20 Live Point (LBS) Top 0' 4.63" 0 93 Live Point (LBS) Top 0' 4.63" 572 243 Live Point (LBS) Top 4' 8.38" 0 21 Live Point (LBS) Top 8' 6.63" 0 21 Live Point (LBS) Top 12' 6.38" 44 0 Snow Point (LBS) Top 12' 6.38" 0 93 Live Point (LBS) Top 12' 6.38" 130 0 Snow Point (LBS) Top 12' 6.38" 100 82 Live Point (LBS) Top 12' 6.38" 97 112 Live 1 2 12 11 0 12 11 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" 1702# -- 2 12' 11.000" Wall N/A N/A 1.500" 1273# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1255# 0# 447# 2 881# 174# 393# Design spans 12' 1.750" Product: Spruce-Pine-Fir #2 2 x 12 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. CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 26 of 32 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2244.'# 4614.'# 48% 6.46' Total Load D+L Shear 656.# 3038.# 21% 0.4' Total Load D+L LL Deflection 0.1105" 0.4049" L/999+ 6.46' Total Load L TL Deflection 0.1211" 0.6073" L/999+ 6.46' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 27 of 32 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: CalcG22 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: 6.8 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' 9.00" 80 20 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 9.75" 27 7 Live Replacement Uniform (PLF) Top 2' 9.00" 2' 10.94" 80 20 Live Replacement Uniform (PLF) Top 2' 10.94" 3' 9.00" -7 0 Snow Replacement Uniform (PLF) Top 2' 10.94" 3' 9.00" 80 9 Live Replacement Uniform (PLF) Top 3' 9.00" 4' 9.00" -31 0 Snow Replacement Uniform (PLF) Top 3' 9.00" 4' 9.00" 80 -32 Live Replacement Uniform (PLF) Top 4' 9.00" 10' 9.75" 80 -23 Live Point (LBS) Top 0' 4.38" 0 93 Live Point (LBS) Top 0' 4.38" 243 61 Live Point (LBS) Top 4' 9.88" 0 21 Live Point (LBS) Top 10' 5.13" 0 130 Live Point (LBS) Top 10' 5.13" 142 0 Snow Point (LBS) Top 10' 5.13" 485 170 Live 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" 1042# -- 2 10' 9.750" Wall N/A N/A 1.500" 1339# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 809# -22# 234# 2 1051# 128# 335# Design spans 10' 0.750" Product: Spruce-Pine-Fir #2 2 x 12 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 1463.'# 4614.'# 31% 4.89' Total Load D+L Negative Moment 42.'# 5306.'# 0% 6.91' Total Load D+S Shear 508.# 3038.# 16% 0.37' Total Load D+L LL Deflection 0.0521" 0.3354" L/999+ 5.4' Total Load L TL Deflection 0.0538" 0.5031" L/999+ 5.4' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 28 of 32 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: CalcG23 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: 6.8 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" 15' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 27 7 Live Point (LBS) Top 0' 4.63" 88 0 Snow Point (LBS) Top 0' 4.63" 68 55 Live Point (LBS) Top 0' 4.63" 0 162 Live Point (LBS) Top 0' 4.63" 384 587 Live Point (LBS) Top 0' 4.63" 1153 0 Snow Point (LBS) Top 11' 5.63" 250 74 Live 1 2 15 0 0 15 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" 2560# -- 2 15' 0.000" Wall N/A N/A 1.500" 775# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 887# 1241# 963# 2 574# 0# 201# Design spans 14' 2.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2402.'# 4614.'# 52% 8.21' Total Load D+L Shear 706.# 3038.# 23% 13.9' Total Load D+L LL Deflection 0.1310" 0.4743" L/999+ 7.5' Total Load L TL Deflection 0.1778" 0.7115" L/960 7.5' 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 11:07am 29 of 32 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: CalcG24 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: 6.8 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" 15' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 27 7 Live Point (LBS) Top 3' 6.38" 250 74 Live Point (LBS) Top 14' 7.38" 0 162 Live Point (LBS) Top 14' 7.38" 584 0 Snow Point (LBS) Top 14' 7.38" 451 362 Live 1 2 15 0 0 15 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" 775# -- 2 15' 0.000" Wall N/A N/A 1.500" 1785# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 574# 0# 201# 2 886# 584# 683# Design spans 14' 2.750" Product: Spruce-Pine-Fir #2 2 x 12 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 2402.'# 4614.'# 52% 6.79' Total Load D+L Shear 706.# 3038.# 23% 0.4' Total Load D+L LL Deflection 0.1310" 0.4743" L/999+ 7.5' Total Load L TL Deflection 0.1778" 0.7115" L/960 7.5' 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