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21 -004 CS 2nd floor girder CalcsCS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 1 of 30 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: 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: 14.2 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' 2.50" -192 -32 Live Replacement Uniform (PLF) Top 1' 2.50" 4' 6.25" -189 -35 Live 1 2 4 6 4 4 6 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 28# -411# 2 4' 6.250" Girder SPF Plate (425psi) N/A N/A 28# -410# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 -373# -37# 2 -371# -39# Design spans 3' 11.250" Product: 1-3/4x14 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. Review gravity uplift reaction force of 411lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 411lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 28.'# 26131.'# 0% 2.26' Total Load D Negative Moment 405.'# 29034.'# 1% 2.26' Total Load D+L Shear 168.# 9310.# 1% 3.24' Total Load D+L TL Deflection 0.0010" 0.1969" L/999+ 2.26' Total Load D+L LL Deflection 0.0010" 0.1313" L/999+ 2.26' Total Load L 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 2 of 30 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: 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: 7.1 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" 4' 7.25" 150 38 Live 1 2 4 7 4 4 7 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 382# -- 2 4' 7.250" Girder SPF Plate (425psi) N/A N/A 382# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 295# 88# 2 295# 88# Design spans 3' 11.125" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 375.'# 14517.'# 2% 2.35' Total Load D+L Shear 155.# 4655.# 3% 0.4' Total Load D+L TL Deflection 0.0013" 0.1964" L/999+ 2.35' Total Load D+L LL Deflection 0.0010" 0.1309" L/999+ 2.35' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 3 of 30 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: 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: 28.4 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' 8.25" -143 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 7' 8.25" 56 -68 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 8.63" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 8.63" 40 13 Live Replacement Uniform (PLF) Top 7' 8.25" 12' 8.63" -143 0 Snow Replacement Uniform (PLF) Top 7' 8.25" 12' 8.63" 56 -68 Live Replacement Uniform (PLF) Top 12' 8.63" 16' 11.63" 27 7 Live Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" -53 -13 Live Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" 27 7 Live Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" 40 13 Live Replacement Uniform (PLF) Top 16' 11.63" 22' 8.63" 27 7 Live Replacement Uniform (PLF) Top 18' 2.63" 24' 2.63" 208 0 Snow Replacement Uniform (PLF) Top 18' 2.63" 30' 8.63" 1 203 Live Replacement Uniform (PLF) Top 18' 2.63" 30' 8.63" 204 0 Snow Replacement Uniform (PLF) Top 18' 2.63" 37' 8.63" 27 7 Live Replacement Uniform (PLF) Top 22' 8.63" 24' 5.63" 27 7 Live Replacement Uniform (PLF) Top 24' 2.63" 30' 8.63" 212 0 Snow Replacement Uniform (PLF) Top 24' 5.63" 30' 8.63" 27 7 Live Replacement Uniform (PLF) Top 30' 8.63" 37' 8.63" 27 7 Live Point (LBS) Top 30' 8.63" 4 770 Live Point (LBS) Top 30' 8.63" 2010 0 Snow Point (LBS) Top 37' 4.00" 20 2657 Live Point (LBS) Top 37' 4.00" 6887 0 Snow 1 2 3 18 5 6 19 3 4 37 8 10 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 377# -2196# 2 18' 5.375" Wall SPF Plate (425psi) N/A 2.985" 8880# -705# 3 37' 8.625" Wall SPF Plate (425psi) N/A 4.535" 13493# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 349# -1615# -580# 2 1379# 5336# 3543# 3 465# 9414# 4079# Design spans 18' 1.000" 18' 10.625" Product: 1-3/4x14 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 2196lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 706lbs 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 1:27pm 4 of 30 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 25757.'# 69451.'# 37% 29.78' Total Load D+S Negative Moment 16824.'# 69451.'# 24% 18.45' Total Load D+S Shear 6603.# 21413.# 30% 18.46' Total Load D+S TL Deflection 0.4628" 0.9443" L/489 27.89' Total Load D+S LL Deflection 0.3058" 0.6295" L/741 27.89' Total Load S Control: TL 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 1:27pm 5 of 30 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: 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: 24.3 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" 5' 1.13" 1 79 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 1.13" 193 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 8' 2.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 0 81 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 13 Live Replacement Uniform (PLF) Top 5' 1.13" 11' 0.00" 47 13 Snow Replacement Uniform (PLF) Top 8' 2.00" 24' 6.00" 27 7 Live Replacement Uniform (PLF) Top 11' 0.00" 24' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 11' 0.00" 24' 6.00" 27 13 Live Point (LBS) Top 0' 4.63" 0 3 Live Point (LBS) Top 0' 4.63" 36 10 Snow Point (LBS) Top 0' 4.63" 51 15 Snow Point (LBS) Top 0' 4.63" 1 116 Live Point (LBS) Top 0' 4.63" 284 0 Snow Point (LBS) Top 5' 2.88" 2 358 Live Point (LBS) Top 5' 2.88" 689 0 Snow Point (LBS) Top 24' 0.75" 2 276 Live Point (LBS) Top 24' 0.75" 1194 210 Snow 1 2 24 6 0 24 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.954" 4360# -595# 2 24' 6.000" Girder SPF Plate (425psi) N/A N/A 3583# -641# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1048# 1921# 2133# 2 1202# 1514# 1545# Design spans 23' 8.125" Product: 1-3/4x16 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 595lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 642lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14913.'# 58288.'# 25% 10.99' Total Load D+L Negative Moment 5864.'# 58288.'# 10% 13.41' Total Load D+L Shear 3384.# 18354.# 18% 0.4' Total Load D+0.75(L+S) CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 6 of 30 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. Actual Allowable Capacity Location Loading TL Deflection 0.4637" 1.1839" L/612 12.22' Total Load D+0.75(L+S) LL Deflection 0.2303" 0.7892" L/999+ 12.22' Total Load 0.75(L+S) Control: TL 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 7 of 30 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: 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: 24.3 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' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 6.00" 27 13 Live Replacement Uniform (PLF) Top 0' 0.00" 16' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live Replacement Uniform (PLF) Top 13' 6.00" 19' 4.88" 47 13 Snow Replacement Uniform (PLF) Top 13' 6.00" 24' 6.00" 0 81 Live Replacement Uniform (PLF) Top 16' 4.00" 24' 6.00" 27 7 Live Replacement Uniform (PLF) Top 19' 4.88" 24' 6.00" 1 79 Live Replacement Uniform (PLF) Top 19' 4.88" 24' 6.00" 193 0 Snow Point (LBS) Top 0' 5.25" 2 276 Live Point (LBS) Top 0' 5.25" 1194 210 Snow Point (LBS) Top 19' 3.13" 2 358 Live Point (LBS) Top 19' 3.13" 689 0 Snow Point (LBS) Top 21' 9.25" -28 0 Snow Point (LBS) Top 21' 9.25" 2 -2 Live Point (LBS) Top 21' 9.25" 0 114 Live Point (LBS) Top 21' 9.25" 142 0 Snow Point (LBS) Top 24' 1.38" 0 3 Live Point (LBS) Top 24' 1.38" 27 8 Snow Point (LBS) Top 24' 1.38" 36 10 Snow Point (LBS) Top 24' 1.38" 1 57 Live Point (LBS) Top 24' 1.38" 181 0 Snow 1 2 24 6 0 24 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 3371# -100# 2 24' 6.000" Wall SPF Plate (425psi) N/A 1.800" 4017# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1035# 1528# 1448# 2 746# 1922# 2016# Design spans 23' 8.125" Product: 1-3/4x16 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. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 8 of 30 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 14820.'# 67031.'# 22% 15.83' Total Load D+0.75(L+S) Negative Moment 1744.'# 58288.'# 2% 7.54' Total Load D+L Shear 3248.# 18354.# 17% 22.93' Total Load D+0.75(L+S) TL Deflection 0.4125" 1.1839" L/688 13.46' Total Load D+0.75(L+S) LL Deflection 0.1991" 0.7892" L/999+ 12.28' Total Load 0.75(L+S) Control: TL 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 9 of 30 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: 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: 18.2 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" 5' 0.00" 2 197 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 0.00" 366 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 19' 6.00" 9 2 Live Replacement Uniform (PLF) Top 7' 0.00" 13' 3.00" 27 7 Live Replacement Uniform (PLF) Top 13' 3.00" 15' 0.00" 27 7 Live Replacement Uniform (PLF) Top 13' 6.00" 19' 6.00" 3 191 Live Replacement Uniform (PLF) Top 13' 6.00" 19' 6.00" 364 0 Snow Replacement Uniform (PLF) Top 15' 0.00" 19' 6.00" 27 7 Live Point (LBS) Top 5' 0.00" 4 521 Live Point (LBS) Top 5' 0.00" 1533 0 Snow Point (LBS) Top 13' 6.00" 4 520 Live Point (LBS) Top 13' 6.00" 1529 0 Snow Point (LBS) Top 19' 1.38" 17 5 Snow Point (LBS) Top 19' 1.38" 48 14 Snow Point (LBS) Top 19' 1.38" 87 124 Snow 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 SPF Plate (425psi) N/A 3.470" 5162# -- 2 19' 6.000" Wall SPF Plate (425psi) N/A 3.668" 5456# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 347# 3401# 1761# 2 352# 3544# 1912# Design spans 18' 8.750" Product: 1-3/4x18 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 19812.'# 53675.'# 36% 13.5' Total Load D+S Shear 4289.# 13765.# 31% 18.18' Total Load D+S TL Deflection 0.3874" 0.9365" L/580 9.75' Total Load D+S LL Deflection 0.2582" 0.6243" L/870 9.75' Total Load S Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 10 of 30 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: 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: 7.1 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" 3' 1.50" 219 38 Live Replacement Uniform (PLF) Top 3' 1.50" 6' 7.00" 217 41 Live 1 2 6 7 0 6 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 794# -- 2 6' 7.000" Girder SPF Plate (425psi) N/A N/A 795# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 656# 138# 2 654# 142# Design spans 6' 0.000" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1192.'# 14517.'# 8% 3.29' Total Load D+L Shear 486.# 4655.# 10% 5.39' Total Load D+L TL Deflection 0.0097" 0.3000" L/999+ 3.29' Total Load D+L LL Deflection 0.0080" 0.2000" L/999+ 3.29' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 11 of 30 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: 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: 7.8 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" 4' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 47 94 Snow Replacement Uniform (PLF) Top 0' 0.00" 16' 4.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live Replacement Uniform (PLF) Top 16' 4.00" 24' 6.00" 27 7 Live Point (LBS) Top 0' 5.25" 48 14 Snow Point (LBS) Top 0' 5.25" 0 14 Live Point (LBS) Top 0' 5.25" 0 50 Live Point (LBS) Top 0' 5.25" 1 89 Live Point (LBS) Top 0' 5.25" 2 97 Live Point (LBS) Top 0' 5.25" 200 110 Snow Point (LBS) Top 0' 5.25" 424 24 Snow Point (LBS) Top 0' 5.25" 386 68 Snow Point (LBS) Top 21' 9.25" -65 0 Snow Point (LBS) Top 21' 9.25" 5 -5 Live Point (LBS) Top 21' 9.25" 1 266 Live Point (LBS) Top 21' 9.25" 333 0 Snow Point (LBS) Top 24' 1.38" 0 3 Live Point (LBS) Top 24' 1.38" 1 132 Live Point (LBS) Top 24' 1.38" 423 0 Snow 1 2 24 6 0 24 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 2839# -- 2 24' 6.000" Wall SPF Plate (425psi) N/A 1.500" 1718# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 932# 1264# 1191# 2 661# 740# 667# Design spans 23' 8.125" Product: 16" AJS 25 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 12 of 30 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 6361.'# 19440.'# 32% 12.28' Total Load D+L Negative Moment 635.'# 19440.'# 3% 3.99' Total Load D+L Shear 1655.# 4130.# 40% 0' Total Load D+L End Reaction 1718.# 2955.# 58% 24.5' Total Load D+0.75(L+S) TL Deflection 0.3408" 1.1839" L/833 12.28' Total Load D+L LL Deflection 0.2142" 0.7892" L/999+ 12.28' Total Load L Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 13 of 30 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: 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: 7.8 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" 1' 8.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 2 173 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 303 0 Snow Replacement Uniform (PLF) Top 1' 8.50" 5' 11.50" 27 7 Live 1 2 5 11 8 5 11 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1312# -151# 2 5' 11.500" Wall SPF Plate (425psi) N/A 1.500" 1312# -151# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 194# 787# 525# 2 194# 787# 525# Design spans 5' 2.250" Product: 16" AJS 25 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1701.'# 22356.'# 7% 2.98' Total Load D+S Negative Moment 197.'# 19440.'# 1% 2.98' Total Load D+L Shear 1312.# 4749.# 27% 0' Total Load D+S End Reaction 1312.# 2955.# 44% 0' Total Load D+S TL Deflection 0.0128" 0.2594" L/999+ 2.98' Total Load D+S LL Deflection 0.0077" 0.1729" L/999+ 2.98' Total Load S Control: Max End React. 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 1:27pm 14 of 30 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: 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: 7.1 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" 5' 9.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 9.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 9.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 3.50" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 3.50" 47 94 Snow Replacement Uniform (PLF) Top 2' 0.00" 4' 2.75" 46 46 Live Replacement Uniform (PLF) Top 4' 2.75" 7' 3.50" 46 46 Live Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" -53 -13 Live Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" 27 7 Live Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" 40 13 Live Point (LBS) Top 0' 2.75" 3 198 Live Point (LBS) Top 0' 2.75" 347 0 Snow 1 2 2 0 0 5 3 8 7 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall SPF Plate (425psi) N/A 2.505" 1863# -290# 2 7' 3.500" Girder SPF Plate (425psi) N/A N/A 611# -145# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 473# 698# 985# 2 295# -140# 302# Design spans 2' 0.000" (left cant) 5' 0.000" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 290lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 621.'# 14517.'# 4% 5' Even Spans D+L Negative Moment 1304.'# 16695.'# 7% 2' Total Load D+S Shear 686.# 5353.# 12% 0.9' Total Load D+S TL Deflection 0.0031" 0.2500" L/999+ 4.75' Even Spans D+0.75(L+S) LL Deflection -0.0024" 0.1667" L/999+ 4.22' Cants Only S TL Defl., Lt. 0.0090" 0.2000" 2L/999+ 0' Cants Only D+S LL Defl., Lt. 0.0069" 0.2000" 2L/999+ 0' Cants Only S Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 15 of 30 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: 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: 3.3 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' 0.00" 3 1 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live Point (LBS) Top 0' 11.75" 0 1 Live Point (LBS) Top 0' 11.75" 113 55 Snow 1 2 3 0 9 0 0 2 4 6 0 12 7 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 10.125" Wall SPF Plate (425psi) N/A 1.500" 267# -- 2 7' 0.000" Girder SPF Plate (425psi) N/A N/A 118# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 114# 113# 97# 2 87# 0# 31# Design spans 0' 10.125" (left cant) 5' 10.875" Product: Spruce-Pine-Fir #2 2 x 6 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 174.'# 1434.'# 12% 3.8' Even Spans D+L Negative Moment 14.'# 1434.'# 1% 0.84' Total Load D+L Shear 103.# 1485.# 6% 0.85' Total Load D+L LL Deflection 0.0139" 0.1969" L/999+ 3.8' Even Spans L TL Deflection 0.0187" 0.2953" L/999+ 3.8' Even Spans D+L LL Defl., Lt. -0.0064" 0.2000" 2L/999+ 0' Even Spans L TL Defl., Lt. -0.0084" 0.2000" 2L/999+ 0' Even Spans 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™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 16 of 30 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: 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: 3.3 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' 0.00" 3 1 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live Point (LBS) Top 6' 0.25" 0 1 Live Point (LBS) Top 6' 0.25" 113 55 Snow 1 2 6 0 12 0 11 4 7 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 116# -- 2 6' 0.750" Wall SPF Plate (425psi) N/A 1.500" 269# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 86# 0# 30# 2 116# 113# 98# Design spans 5' 9.750" 0' 11.250" (right cant) Product: Spruce-Pine-Fir #2 2 x 6 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 168.'# 1434.'# 11% 3.16' Odd Spans D+L Negative Moment 18.'# 1434.'# 1% 6.06' Total Load D+L Shear 102.# 1485.# 6% 5.77' Total Load D+L LL Deflection 0.0130" 0.1937" L/999+ 3.16' Odd Spans L TL Deflection 0.0175" 0.2906" L/999+ 3.16' Odd Spans D+L LL Defl., Rt. -0.0067" 0.2000" 2L/999+ 7' Odd Spans L TL Defl., Rt. -0.0089" 0.2000" 2L/999+ 7' Odd Spans 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™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 17 of 30 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: CalcG28 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 6.00" 0 83 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 6.00" 209 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 31 10 Snow Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 40 13 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 9.00" 27 7 Live Replacement Uniform (PLF) Top 1' 6.00" 15' 6.00" 120 30 Live Replacement Uniform (PLF) Top 1' 6.00" 15' 6.00" 105 51 Snow Replacement Uniform (PLF) Top 12' 9.00" 17' 0.00" 27 7 Live Replacement Uniform (PLF) Top 15' 6.00" 17' 0.00" 0 83 Live Replacement Uniform (PLF) Top 15' 6.00" 17' 0.00" 209 0 Snow Point (LBS) Top 0' 3.00" 0 70 Live Point (LBS) Top 0' 3.00" 167 0 Snow Point (LBS) Top 1' 5.25" 0 41 Live Point (LBS) Top 1' 6.88" 0 40 Live Point (LBS) Top 8' 6.00" 1 151 Live Point (LBS) Top 8' 6.00" 462 0 Snow Point (LBS) Top 15' 5.13" 0 40 Live Point (LBS) Top 15' 6.75" 0 41 Live Point (LBS) Top 16' 9.00" 0 70 Live Point (LBS) Top 16' 9.00" 167 0 Snow 1 2 17 0 0 17 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 3585# -360# 2 17' 0.000" Girder SPF Plate (425psi) N/A N/A 3585# -360# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1433# 1653# 1271# 2 1433# 1653# 1271# Design spans 16' 6.000" Product: 1-3/4x14 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. Review gravity uplift reaction force of 360lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 360lbs 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 1:27pm 18 of 30 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 14821.'# 33390.'# 44% 8.5' Total Load D+0.75(L+S) Negative Moment 1778.'# 29034.'# 6% 8.5' Total Load D+L Shear 2966.# 10706.# 27% 15.93' Total Load D+0.75(L+S) TL Deflection 0.4417" 0.8250" L/448 8.5' Total Load D+0.75(L+S) LL Deflection 0.2911" 0.5500" L/680 8.5' Total Load 0.75(L+S) Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 19 of 30 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: CalcG29 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 2.00" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 16' 8.00" 27 7 Live Replacement Uniform (PLF) Top 4' 2.00" 10' 5.00" 27 7 Live Replacement Uniform (PLF) Top 10' 5.00" 12' 2.00" 27 7 Live Replacement Uniform (PLF) Top 12' 2.00" 16' 8.00" 27 7 Live Point (LBS) Top 12' 3.75" -387 -40 Live 1 2 16 8 0 16 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 556# -- 2 16' 8.000" Wall SPF Plate (425psi) N/A 1.500" 631# -206# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 354# 201# 2 415# 217# Design spans 15' 10.750" Product: 1-3/4x14 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 2461.'# 29034.'# 8% 8.33' Total Load D+L Negative Moment 934.'# 29034.'# 3% 12.31' Total Load D+L Shear 537.# 9310.# 5% 15.49' Total Load D+L TL Deflection 0.0695" 0.7948" L/999+ 8.33' Total Load D+L LL Deflection 0.0454" 0.5299" L/999+ 8.33' Total Load L Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 20 of 30 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: CalcG30 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 6.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 0.50" 27 7 Live Replacement Uniform (PLF) Top 1' 6.50" 6' 0.50" 27 7 Live Replacement Uniform (PLF) Top 6' 0.50" 7' 9.50" 27 7 Live Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" -53 -13 Live Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" 27 7 Live Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" 27 13 Live Point (LBS) Top 7' 7.75" 306 105 Live Point (LBS) Top 13' 7.88" 1 61 Live Point (LBS) Top 13' 7.88" 236 12 Snow 1 2 14 0 8 14 0 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 777# -- 2 14' 0.500" Wall SPF Plate (425psi) N/A 1.500" 1038# -136# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 528# 0# 249# 2 648# 236# 376# Design spans 13' 4.375" Product: 1-3/4x14 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 3527.'# 29034.'# 12% 7.65' Total Load D+L Negative Moment 419.'# 29034.'# 1% 9.65' Total Load D+L Shear 809.# 9310.# 8% 12.99' Total Load D+L TL Deflection 0.0653" 0.6682" L/999+ 6.97' Total Load D+L LL Deflection 0.0449" 0.4455" L/999+ 6.97' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 21 of 30 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: CalcG31 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: 7.1 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" 4' 8.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 8.50" 27 7 Live Replacement Uniform (PLF) Top 4' 8.75" 6' 8.50" 27 7 Live Point (LBS) Top 4' 7.00" -385 -42 Live 1 2 6 8 8 6 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 219# -103# 2 6' 8.500" Wall SPF Plate (425psi) N/A 1.500" 219# -280# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 158# 61# 2 -271# 61# Design spans 5' 11.250" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 280lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 325.'# 14517.'# 2% 3.35' Total Load D+L Negative Moment 499.'# 14517.'# 3% 4.58' Total Load D+L Shear 293.# 4655.# 6% 4.58' Total Load D+L TL Deflection -0.0029" 0.2969" L/999+ 3.65' Total Load D+L LL Deflection -0.0029" 0.1979" L/999+ 3.65' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 22 of 30 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: CalcG32 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: 7.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 0 32 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 102 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 13 13 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 0 81 Live Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 1 114 Live Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 278 0 Snow Replacement Uniform (PLF) Top 1' 9.00" 14' 1.38" 27 7 Live Replacement Uniform (PLF) Top 9' 1.50" 12' 6.00" -107 0 Snow Replacement Uniform (PLF) Top 9' 1.50" 12' 6.00" 75 -40 Live Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 6 1 Live Replacement Uniform (PLF) Top 12' 6.00" 14' 2.63" -107 0 Snow Replacement Uniform (PLF) Top 12' 6.00" 14' 2.63" 75 -40 Live Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live Point (LBS) Top 0' 4.63" 0 0 Snow Point (LBS) Top 0' 4.63" 0 3 Live Point (LBS) Top 0' 4.63" 143 41 Snow Point (LBS) Top 1' 10.50" 26 0 Snow Point (LBS) Top 1' 10.50" 0 83 Live Point (LBS) Top 9' 3.25" 117 0 Snow Point (LBS) Top 9' 3.25" 114 341 Live Point (LBS) Top 9' 4.25" 40 81 Snow 1 2 14 2 10 14 2 10 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 4.193" 3118# -300# 2 14' 2.625" Wall SPF Plate (425psi) N/A 2.703" 2010# -414# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 526# 1635# 1483# 2 686# 884# 833# Design spans 13' 5.625" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 300lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 415lbs 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 1:27pm 23 of 30 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 10051.'# 16695.'# 60% 7.12' Total Load D+0.75(L+S) Negative Moment 1199.'# 16695.'# 7% 7.79' Total Load D+0.75(L+S) Shear 2641.# 5353.# 49% 0.4' Total Load D+S TL Deflection 0.4008" 0.6734" L/403 7.12' Total Load D+0.75(L+S) LL Deflection 0.2120" 0.4490" L/762 7.12' Total Load 0.75(L+S) Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 24 of 30 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: CalcG33 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 9.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 27 7 Live Replacement Uniform (PLF) Top 1' 9.00" 14' 1.38" 27 7 Live Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 27 7 Live Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live Point (LBS) Top 0' 4.63" 0 0 Snow Point (LBS) Top 0' 4.63" 0 1 Live Point (LBS) Top 0' 4.63" 82 23 Snow Point (LBS) Top 0' 4.63" 1 112 Live Point (LBS) Top 0' 4.63" 212 0 Snow Point (LBS) Top 1' 10.75" 654 162 Live 1 2 14 2 10 14 2 10 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1407# -- 2 14' 2.625" Wall SPF Plate (425psi) N/A 1.500" 636# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 940# 294# 467# 2 432# 0# 204# Design spans 13' 5.625" Product: 1-3/4x14 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 2500.'# 29034.'# 8% 5.77' Total Load D+L Shear 1175.# 9310.# 12% 0.4' Total Load D+L TL Deflection 0.0522" 0.6734" L/999+ 7.12' Total Load D+L LL Deflection 0.0365" 0.4490" L/999+ 7.12' Total Load L 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 CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 25 of 30 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: CalcG34 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: 7.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 14' 1.38" 27 7 Live Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 27 7 Live Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 27 7 Live Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" -53 -13 Live Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 40 13 Live Point (LBS) Top 0' 4.63" 0 0 Snow Point (LBS) Top 0' 4.63" 0 1 Live Point (LBS) Top 0' 4.63" 27 8 Snow Point (LBS) Top 0' 4.63" 6 85 Live Point (LBS) Top 0' 4.63" 128 0 Snow Point (LBS) Top 1' 10.75" 656 159 Live 1 2 14 2 10 14 2 10 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.775" 1320# -- 2 14' 2.625" Wall SPF Plate (425psi) N/A 1.500" 588# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 947# 154# 373# 2 433# 0# 155# Design spans 13' 5.625" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2344.'# 14517.'# 16% 5.77' Total Load D+L Shear 1134.# 4655.# 24% 0.4' Total Load D+L TL Deflection 0.0979" 0.6734" L/999+ 7.12' Total Load D+L LL Deflection 0.0732" 0.4490" L/999+ 7.12' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 26 of 30 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: CalcG35 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: 44.0 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" 3' 2.75" 486 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 3' 2.75" 452 354 Live Replacement Uniform (PLF) Top 3' 2.75" 4' 8.75" 480 0 Snow Replacement Uniform (PLF) Top 3' 2.75" 4' 8.75" 452 352 Live Replacement Uniform (PLF) Top 4' 8.75" 12' 8.50" 615 0 Snow Replacement Uniform (PLF) Top 4' 8.75" 12' 8.50" 450 381 Live Replacement Uniform (PLF) Top 12' 8.50" 13' 3.50" 597 0 Snow Replacement Uniform (PLF) Top 12' 8.50" 13' 3.50" 450 366 Live Replacement Uniform (PLF) Top 13' 3.50" 23' 5.75" 597 0 Snow Replacement Uniform (PLF) Top 13' 3.50" 23' 5.75" 295 366 Live Replacement Uniform (PLF) Top 23' 5.75" 29' 5.50" 597 0 Snow Replacement Uniform (PLF) Top 23' 5.75" 29' 5.50" 246 366 Live Point (LBS) Top 4' 8.75" 239 571 Snow Point (LBS) Top 4' 10.25" 57 115 Snow Point (LBS) Top 5' 1.00" 35 10 Snow Point (LBS) Top 12' 10.25" 340 0 Snow Point (LBS) Top 12' 10.25" 1 515 Live Point (LBS) Top 23' 6.75" 340 0 Snow Point (LBS) Top 23' 6.75" 1 515 Live 1 2 29 5 8 29 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A N/A 17779# -- 2 29' 5.500" Wall SPF Plate (425psi) N/A N/A 16763# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5766# 8750# 6892# 2 4438# 9040# 6654# Design spans 28' 8.250" Product: W 21 x 44 (50ksi)PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Actual Width 6.500" Actual Depth 20.66" Web Thickness 0.350" Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 125.04'k# 224.40'k# 55% 14.73' Total Load D+0.75(L+S) Shear 17.78k# 144.62k# 12% 0' Total Load D+0.75(L+S) LL Deflection 0.4629" 0.9563" L/743 14.73' Total Load 0.75(L+S) TL Deflection 0.7590" 1.4344" L/453 14.73' Total Load D+0.75(L+S) Control: Positive Moment CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 27 of 30 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: CalcG40 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 5.50" 149 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 4' 5.50" 255 147 Live Point (LBS) Top 4' 2.75" 35 11 Snow Point (LBS) Top 4' 2.75" 0 93 Live Point (LBS) Top 4' 2.75" 235 0 Snow Point (LBS) Top 4' 4.00" 1545 0 Snow Point (LBS) Top 4' 4.00" 841 1050 Live 1 2 10 5 8 10 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 2.285" 3399# -- 2 10' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1720# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1325# 1564# 1232# 2 557# 857# 660# Design spans 9' 9.250" Product: 1-3/4x14 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 9770.'# 33390.'# 29% 4.33' Total Load D+0.75(L+S) Shear 2858.# 10706.# 26% 0.4' Total Load D+0.75(L+S) TL Deflection 0.0860" 0.4885" L/999+ 4.78' Total Load D+0.75(L+S) LL Deflection 0.0542" 0.3257" L/999+ 4.78' Total Load 0.75(L+S) Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 28 of 30 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: CalcG41 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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 6' 0.00" 10' 5.50" 149 0 Snow Replacement Uniform (PLF) Top 6' 0.00" 10' 5.50" 255 147 Live Point (LBS) Top 6' 1.50" 1545 0 Snow Point (LBS) Top 6' 1.50" 841 1050 Live Point (LBS) Top 6' 2.75" 35 11 Snow Point (LBS) Top 6' 2.75" 0 93 Live Point (LBS) Top 6' 2.75" 235 0 Snow 1 2 10 5 8 10 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1720# -- 2 10' 5.500" Wall SPF Plate (425psi) N/A 2.285" 3399# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 557# 857# 660# 2 1325# 1564# 1232# Design spans 9' 9.250" Product: 1-3/4x14 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 9770.'# 33390.'# 29% 6.12' Total Load D+0.75(L+S) Shear 2858.# 10706.# 26% 9.1' Total Load D+0.75(L+S) TL Deflection 0.0860" 0.4885" L/999+ 5.68' Total Load D+0.75(L+S) LL Deflection 0.0542" 0.3257" L/999+ 5.68' Total Load 0.75(L+S) Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives CS Structure™ 2016.5.1 [Build 2] kmBeamEngine 2016.5.0.2 Materials Database 1555 KeiterScottKeiter - Level 8 7-29-16 1:27pm 29 of 30 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: CalcG44 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 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' 6.00" 251 84 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 0.00" 138 69 Live Replacement Uniform (PLF) Top 1' 6.00" 7' 6.00" 251 84 Live Replacement Uniform (PLF) Top 5' 0.00" 7' 6.00" 247 69 Live Replacement Uniform (PLF) Top 7' 6.00" 8' 9.00" 217 66 Live Replacement Uniform (PLF) Top 7' 6.00" 11' 9.75" 150 38 Live Replacement Uniform (PLF) Top 8' 9.00" 11' 9.75" 215 67 Live Point (LBS) Top 0' 4.63" 0 0 Live Point (LBS) Top 0' 4.63" 0 6 Live Point (LBS) Top 0' 4.63" 0 6 Live Point (LBS) Top 0' 4.63" 33 0 Snow Point (LBS) Top 0' 4.63" 9 1148 Live Point (LBS) Top 0' 4.63" 2424 0 Snow Point (LBS) Top 7' 4.25" 142 145 Live Point (LBS) Top 11' 5.13" 11 1633 Live Point (LBS) Top 11' 5.13" 3823 0 Snow 1 2 11 9 12 11 9 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 3.820" 5682# -- 2 11' 9.750" Wall SPF Plate (425psi) N/A 4.769" 7094# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 2320# 2457# 2099# 2 2317# 3823# 2489# Design spans 11' 0.500" Product: 1-3/4x14 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 9437.'# 29034.'# 32% 5.91' Total Load D+L Shear 2603.# 9310.# 27% 0.4' Total Load D+L TL Deflection 0.1278" 0.5521" L/999+ 5.91' Total Load D+L LL Deflection 0.0918" 0.3681" L/999+ 5.91' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives