Loading...
21 -004 CS 2nd floor Beam CalcsCS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 1 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB2 Member Type: Beam 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: 6.8 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 2.50" 0 64 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 2.50" 156 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 17' 8.25" 0 1 Live Replacement Uniform (PLF) Top 2' 2.50" 17' 8.25" 1 85 Live Replacement Uniform (PLF) Top 2' 2.50" 17' 8.25" 207 0 Snow Point (LBS) Top 2' 4.00" 31 0 Snow Point (LBS) Top 2' 4.00" 0 84 Live Point (LBS) Top 17' 3.63" 35 10 Snow 1 2 3 8 8 8 8 11 12 17 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 893# -- 2 8' 8.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.503" 3192# -- 3 17' 8.250" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1019# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 2# 581# 313# 2 6# 2189# 1003# 3 2# 711# 308# Design spans 8' 3.875" 8' 7.125" 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 1576.'# 5306.'# 29% 13.86' Total Load D+S Negative Moment 2709.'# 5306.'# 51% 8.71' Total Load D+S Shear 1323.# 3493.# 37% 8.72' Total Load D+S LL Deflection 0.0221" 0.2865" L/999+ 13.43' Total Load S TL Deflection 0.0315" 0.4297" L/999+ 13.86' Total Load D+S Control: Negative Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 2 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB3 Member Type: Beam 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: 6.8 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 19' 11.50" 79 24 Snow Point (LBS) Top 0' 5.50" 0 1 Live Point (LBS) Top 0' 5.50" 1 97 Live Point (LBS) Top 0' 5.50" 238 0 Snow Point (LBS) Top 9' 11.75" 7 1159 Live Point (LBS) Top 9' 11.75" 2590 0 Snow Point (LBS) Top 19' 6.88" 35 10 Snow 1 2 3 4 6 8 12 6 6 0 6 8 12 19 11 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 323# -- 2 6' 8.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.310" 2945# -- 3 13' 2.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.310" 2945# -- 4 19' 11.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 32# -2# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 0# 237# 86# 2 4# 2058# 887# 3 4# 2058# 887# 4 0# 35# -1# Design spans 6' 4.125" 6' 6.000" 6' 4.125" 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 4376.'# 5306.'# 82% 9.98' Total Load D+S Negative Moment 2299.'# 5306.'# 43% 6.73' Total Load D+S Shear 2130.# 3493.# 60% 6.74' Total Load D+S LL Deflection 0.0284" 0.2167" L/999+ 9.98' Total Load S TL Deflection 0.0411" 0.3250" L/999+ 9.98' Total Load D+S Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 3 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB4 Member Type: Beam 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: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 4' 3.50" 1 64 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 3.50" 212 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 12' 7.50" 0 1 Live Replacement Uniform (PLF) Top 4' 3.50" 5' 3.50" 1 61 Live Replacement Uniform (PLF) Top 4' 3.50" 5' 3.50" 200 0 Snow Replacement Uniform (PLF) Top 5' 3.50" 6' 3.50" 0 53 Live Replacement Uniform (PLF) Top 5' 3.50" 6' 3.50" 174 0 Snow Replacement Uniform (PLF) Top 6' 3.50" 7' 3.50" 0 48 Live Replacement Uniform (PLF) Top 6' 3.50" 7' 3.50" 156 0 Snow Replacement Uniform (PLF) Top 7' 3.50" 8' 3.50" 0 42 Live Replacement Uniform (PLF) Top 7' 3.50" 8' 3.50" 139 0 Snow Replacement Uniform (PLF) Top 8' 3.50" 9' 3.50" 0 37 Live Replacement Uniform (PLF) Top 8' 3.50" 9' 3.50" 121 0 Snow Replacement Uniform (PLF) Top 9' 3.50" 10' 3.50" 0 31 Live Replacement Uniform (PLF) Top 9' 3.50" 10' 3.50" 104 0 Snow Replacement Uniform (PLF) Top 10' 3.50" 11' 3.50" 0 23 Live Replacement Uniform (PLF) Top 10' 3.50" 11' 3.50" 77 0 Snow Replacement Uniform (PLF) Top 11' 3.50" 12' 7.50" 70 21 Snow Point (LBS) Top 12' 0.38" 1 230 Live Point (LBS) Top 12' 0.38" 478 0 Snow 1 2 12 7 8 12 7 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1526# -- 2 12' 7.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1796# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 3# 1110# 416# 2 3# 1253# 544# Design spans 11' 9.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 4034.'# 24466.'# 16% 5.53' Total Load D+S Shear 1239.# 9081.# 13% 0.23' Total Load D+S TL Deflection 0.1025" 0.5906" L/999+ 6.12' Total Load D+S LL Deflection 0.0740" 0.3937" L/999+ 6.12' Total Load S CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 4 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 5 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB5 Member Type: Beam 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: 18.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 18' 0.00" 0 1 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 70 21 Snow Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 0 24 Live Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 78 0 Snow Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 0 32 Live Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 104 0 Snow Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 0 37 Live Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 122 0 Snow Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 0 42 Live Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 139 0 Snow Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 0 48 Live Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 157 0 Snow Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 0 53 Live Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 175 0 Snow Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 1 61 Live Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 201 0 Snow Replacement Uniform (PLF) Top 8' 4.00" 14' 10.00" 1 64 Live Replacement Uniform (PLF) Top 8' 4.00" 14' 10.00" 212 0 Snow Replacement Uniform (PLF) Top 14' 10.00" 18' 0.00" 1 53 Live Replacement Uniform (PLF) Top 14' 10.00" 18' 0.00" 175 0 Snow Point (LBS) Top 0' 7.13" 1 230 Live Point (LBS) Top 0' 7.13" 478 0 Snow 1 2 18 0 0 18 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 2512# -- 2 18' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 2243# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 1737# 775# 2 5# 1595# 648# Design spans 16' 9.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9292.'# 38167.'# 24% 9' Total Load D+S Shear 1998.# 13622.# 14% 16.57' Total Load D+S TL Deflection 0.3187" 0.8406" L/632 9' Total Load D+S LL Deflection 0.2262" 0.5604" L/891 9' Total Load S CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 6 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 7 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB22 Member Type: Beam 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: 6.8 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 5.50" 1 85 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 5.50" 207 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 17' 8.25" 0 1 Live Replacement Uniform (PLF) Top 7' 5.50" 15' 5.75" 0 70 Live Replacement Uniform (PLF) Top 7' 5.50" 15' 5.75" 171 0 Snow Replacement Uniform (PLF) Top 15' 5.75" 17' 8.25" 0 48 Live Replacement Uniform (PLF) Top 15' 5.75" 17' 8.25" 118 0 Snow Point (LBS) Top 0' 5.50" 91 27 Snow Point (LBS) Top 7' 5.00" 3 432 Live Point (LBS) Top 7' 5.00" 1118 0 Snow Point (LBS) Top 7' 5.50" 0 1 Live Point (LBS) Top 7' 5.50" 1 55 Live Point (LBS) Top 7' 5.50" 181 0 Snow Point (LBS) Top 15' 4.25" 31 0 Snow Point (LBS) Top 15' 4.25" 0 84 Live 1 2 3 4 7 2 12 1 9 0 8 8 8 17 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 964# -- 2 7' 2.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.313" 2949# -- 3 8' 11.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1745# -- 4 17' 8.250" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 795# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 2# 675# 289# 2 6# 2131# 818# 3 3# 1155# 590# 4 1# 511# 284# Design spans 6' 10.125" 1' 9.000" 8' 3.875" 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 1436.'# 5306.'# 27% 13.97' Total Load D+S Negative Moment 1724.'# 5306.'# 32% 8.98' Total Load D+S Shear 1020.# 3493.# 29% 8.99' Total Load D+S LL Deflection 0.0196" 0.2774" L/999+ 13.56' Total Load S TL Deflection 0.0298" 0.4161" L/999+ 13.56' Total Load D+S CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 8 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: Negative Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 9 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB37 Member Type: Beam 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: 40.5 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 9.00" 142 70 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 251 84 Live Replacement Uniform (PLF) Top 0' 9.00" 3' 9.00" 142 70 Live Replacement Uniform (PLF) Top 3' 9.00" 6' 3.00" 278 70 Live Replacement Uniform (PLF) Top 6' 3.00" 7' 6.00" 662 193 Live Replacement Uniform (PLF) Top 7' 6.00" 10' 4.00" 624 185 Live Replacement Uniform (PLF) Top 10' 4.00" 13' 6.00" 598 174 Live Replacement Uniform (PLF) Top 13' 6.00" 14' 5.00" 640 184 Live Replacement Uniform (PLF) Top 14' 5.00" 17' 3.00" 280 70 Live Replacement Uniform (PLF) Top 14' 5.00" 18' 6.00" 240 67 Live Replacement Uniform (PLF) Top 17' 3.00" 18' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 17' 3.00" 18' 6.00" 40 13 Live Replacement Uniform (PLF) Top 17' 3.00" 19' 6.00" 27 7 Live Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" 27 7 Live Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" 40 13 Live Point (LBS) Top 6' 11.63" 23 3157 Live Point (LBS) Top 6' 11.63" 7852 0 Snow Point (LBS) Top 7' 4.25" 89 119 Live Point (LBS) Top 13' 7.75" 88 120 Live Point (LBS) Top 17' 1.25" 890 0 Snow Point (LBS) Top 17' 1.25" 380 743 Live Point (LBS) Top 18' 7.75" -1641 0 Snow Point (LBS) Top 18' 7.75" 417 -679 Live 1 2 19 6 0 19 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.265" 11891# -- 2 19' 6.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.954" 10257# -1874# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5109# 5170# 4188# 2 5517# 3572# 3664# Design spans 19' 1.750" Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 4 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 1874lbs at bearing 2 and ensure that the structure can resist appropriately. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 10 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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 68908.'# 136229.'# 50% 6.97' Total Load D+0.75(L+S) Negative Moment 1276.'# 136229.'# 0% 18.65' Total Load D+S Shear 11075.# 30590.# 36% 0.19' Total Load D+0.75(L+S) TL Deflection 0.4465" 0.9573" L/514 9.75' Total Load D+0.75(L+S) LL Deflection 0.2912" 0.6382" L/788 9.75' Total Load 0.75(L+S) Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 11 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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: CalcB45 Member Type: Beam 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: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 63 19 Snow Replacement Uniform (PLF) Top 0' 0.00" 25' 7.00" 0 1 Live Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 0 23 Live Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 71 0 Snow Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 0 28 Live Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 88 0 Snow Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 0 32 Live Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 99 0 Snow Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 0 35 Live Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 110 0 Snow Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 0 38 Live Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 121 0 Snow Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 0 42 Live Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 132 0 Snow Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 0 45 Live Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 143 0 Snow Replacement Uniform (PLF) Top 8' 4.00" 9' 4.00" 0 48 Live Replacement Uniform (PLF) Top 8' 4.00" 9' 4.00" 154 0 Snow Replacement Uniform (PLF) Top 9' 4.00" 10' 4.00" 0 53 Live Replacement Uniform (PLF) Top 9' 4.00" 10' 4.00" 170 0 Snow Replacement Uniform (PLF) Top 10' 4.00" 23' 7.00" 216 0 Snow Replacement Uniform (PLF) Top 10' 4.00" 24' 1.00" 1 67 Live Replacement Uniform (PLF) Top 23' 7.00" 25' 7.00" 239 0 Snow Replacement Uniform (PLF) Top 24' 1.00" 25' 7.00" 0 96 Live Replacement Uniform (PLF) Top 25' 7.00" 39' 7.00" 105 0 Snow Replacement Uniform (PLF) Top 25' 7.00" 39' 7.00" 152 90 Live Replacement Uniform (PLF) Top 39' 7.00" 41' 1.00" 0 96 Live Replacement Uniform (PLF) Top 39' 7.00" 41' 7.00" 239 0 Snow Replacement Uniform (PLF) Top 39' 7.00" 65' 2.00" 0 1 Live Replacement Uniform (PLF) Top 41' 1.00" 54' 10.00" 1 67 Live Replacement Uniform (PLF) Top 41' 7.00" 54' 10.00" 216 0 Snow Replacement Uniform (PLF) Top 54' 10.00" 55' 10.00" 0 53 Live Replacement Uniform (PLF) Top 54' 10.00" 55' 10.00" 170 0 Snow Replacement Uniform (PLF) Top 55' 10.00" 56' 10.00" 0 48 Live Replacement Uniform (PLF) Top 55' 10.00" 56' 10.00" 153 0 Snow Replacement Uniform (PLF) Top 56' 10.00" 57' 10.00" 0 45 Live Replacement Uniform (PLF) Top 56' 10.00" 57' 10.00" 142 0 Snow Replacement Uniform (PLF) Top 57' 10.00" 58' 10.00" 0 42 Live Replacement Uniform (PLF) Top 57' 10.00" 58' 10.00" 131 0 Snow Replacement Uniform (PLF) Top 58' 10.00" 59' 10.00" 0 38 Live Replacement Uniform (PLF) Top 58' 10.00" 59' 10.00" 120 0 Snow Replacement Uniform (PLF) Top 59' 10.00" 60' 10.00" 0 35 Live Replacement Uniform (PLF) Top 59' 10.00" 60' 10.00" 109 0 Snow Replacement Uniform (PLF) Top 60' 10.00" 61' 10.00" 0 32 Live Replacement Uniform (PLF) Top 60' 10.00" 61' 10.00" 98 0 Snow Replacement Uniform (PLF) Top 61' 10.00" 62' 10.00" 0 28 Live Replacement Uniform (PLF) Top 61' 10.00" 62' 10.00" 87 0 Snow Replacement Uniform (PLF) Top 62' 10.00" 63' 10.00" 0 23 Live Replacement Uniform (PLF) Top 62' 10.00" 63' 10.00" 71 0 Snow Replacement Uniform (PLF) Top 63' 10.00" 65' 2.00" 63 19 Snow Point (LBS) Top 0' 7.13" 0 1 Live Point (LBS) Top 0' 7.13" 0 4 Live Point (LBS) Top 0' 7.13" 9 3 Snow Point (LBS) Top 0' 7.13" 15 0 Snow Point (LBS) Top 0' 7.13" 54 16 Snow Point (LBS) Top 10' 5.75" 1 158 Live Point (LBS) Top 10' 5.75" 233 0 Snow Point (LBS) Top 24' 2.50" 718 0 Snow Point (LBS) Top 24' 2.50" 530 594 Live Point (LBS) Top 25' 6.25" 0 57 Live CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:28pm 12 of 12 All product names are trademarks of their respective owners Copyright (C) 2016 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. Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Point (LBS) Top 25' 7.88" 0 55 Live Point (LBS) Top 39' 6.13" 0 55 Live Point (LBS) Top 39' 7.75" 0 57 Live Point (LBS) Top 40' 11.50" 718 0 Snow Point (LBS) Top 40' 11.50" 530 594 Live Point (LBS) Top 54' 8.25" 1 154 Live Point (LBS) Top 54' 8.25" 218 0 Snow Point (LBS) Top 64' 6.88" 0 1 Live Point (LBS) Top 64' 6.88" 0 4 Live Point (LBS) Top 64' 6.88" 9 3 Snow Point (LBS) Top 64' 6.88" 15 0 Snow Point (LBS) Top 64' 6.88" 54 16 Snow 1 2 3 4 5 6 11 1 0 14 4 0 14 4 0 14 4 0 11 1 0 65 2 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 452# -- 2 11' 1.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.563" 4103# -- 3 25' 5.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.121" 5567# -- 4 39' 9.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.123" 5573# -- 5 54' 1.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.557" 4087# -- 6 65' 2.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 448# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 34# 295# 157# 2 -133# 2952# 1152# 3 1706# 2986# 2048# 4 1706# 2986# 2053# 5 -133# 2935# 1152# 6 34# 292# 156# Design spans 10' 5.875" 14' 4.000" 14' 4.000" 14' 4.000" 10' 5.875" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 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 3722.'# 24466.'# 15% 46.92' Total Load D+S Negative Moment 5497.'# 24466.'# 22% 39.75' Total Load D+0.75(L+S) Shear 3074.# 9081.# 33% 39.76' Total Load D+S TL Deflection 0.1111" 0.7167" L/999+ 46.92' Total Load D+S LL Deflection 0.0864" 0.4778" L/999+ 46.92' Total Load S Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives