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3. Stamped Calcs from RK Miles 2-06-17CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 1 of 5 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: 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/480 live, L/360 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 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" 10' 6.00" 359 90 Live Point (LBS) Top 0' 4.63" 0 0 Snow Point (LBS) Top 0' 4.63" 0 45 Live Point (LBS) Top 0' 4.63" 0 69 Live Point (LBS) Top 0' 4.63" 141 0 Snow Point (LBS) Top 10' 1.38" 1 196 Live Point (LBS) Top 10' 1.38" 408 0 Snow 1 2 10 6 0 10 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2345# -- 2 10' 6.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2428# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1748# 141# 597# 2 1748# 408# 680# Design spans 9' 8.750" Product: 1-3/4x9-1/2 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 5426.'# 13958.'# 38% 5.25' Total Load D+L Shear 1868.# 6317.# 29% 0.4' Total Load D+L TL Deflection 0.1848" 0.3243" L/631 5.25' Total Load D+L LL Deflection 0.1448" 0.2432" L/806 5.25' Total Load L 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 Beam B-3 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 2 of 5 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: CalcB14 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/480 live, L/360 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 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" 1' 0.00" 698 173 Live Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" -41 0 Snow Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" 698 141 Live Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" -41 0 Snow Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" 698 141 Live Replacement Uniform (PLF) Top 15' 0.00" 16' 0.00" 698 173 Live Replacement Uniform (PLF) Top 16' 0.00" 30' 0.00" 877 219 Live Point (LBS) Top 0' 4.63" 5047 0 Snow Point (LBS) Top 0' 4.63" 4096 3362 Live Point (LBS) Top 1' 1.75" -20 29 Snow Point (LBS) Top 14' 10.25" -19 30 Snow Point (LBS) Top 15' 9.25" 36 9 Live Point (LBS) Top 15' 9.25" 67 157 Snow Point (LBS) Top 15' 9.38" 5721 0 Snow Point (LBS) Top 15' 9.38" 4452 5148 Live Point (LBS) Top 29' 7.38" 31 42 Snow 1 2 3 16 0 0 14 0 0 30 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 4.316" 14727# -- 2 16' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 8.138" 27772# -- 3 30' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.923" 6563# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 8819# 4778# 4342# 2 18769# 5401# 9003# 3 5272# 80# 1291# Design spans 15' 7.375" 13' 7.375" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Minimum 8.14" bearing required at bearing # 2 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 18994.'# 45294.'# 41% 23.49' Even Spans D+L Negative Moment 26097.'# 45294.'# 57% 16' Total Load D+L Shear 8217.# 13965.# 58% 16.01' Total Load D+L TL Deflection 0.2999" 0.5205" L/624 7.41' Odd Spans D+L LL Deflection 0.2650" 0.3904" L/707 7.41' Odd Spans L Beam B-4 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 3 of 5 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 4 of 5 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: CalcB18 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/480 live, L/360 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.4 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" 3' 3.75" 862 216 Live Replacement Uniform (PLF) Top 3' 3.75" 4' 3.75" 718 177 Live Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 5 0 Snow Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 719 181 Live Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 5 0 Snow Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 719 181 Live Replacement Uniform (PLF) Top 18' 3.75" 19' 7.75" 718 177 Live Point (LBS) Top 0' 7.13" 14104 4011 Live Point (LBS) Top 0' 7.13" 0 42 Live Point (LBS) Top 19' 0.63" 36 9 Live Point (LBS) Top 19' 0.63" 36 9 Live Point (LBS) Top 19' 0.63" 67 157 Snow Point (LBS) Top 19' 0.63" 67 157 Snow Point (LBS) Top 19' 0.63" 666 0 Snow Point (LBS) Top 19' 0.63" 4639 2866 Live Point (LBS) Top 19' 0.63" 34 0 Snow Point (LBS) Top 19' 0.63" 18 90 Live 1 2 3 9 9 12 9 10 0 19 7 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 6.483" 22125# -- 2 9' 9.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.120" 10648# -- 3 19' 7.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.397" 11592# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 17322# 6# 4803# 2 8379# 51# 2270# 3 7634# 850# 3958# Design spans 9' 2.625" 9' 2.875" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7294.'# 21774.'# 33% 4.32' Odd Spans D+L Negative Moment 9886.'# 21774.'# 45% 9.81' Total Load D+L Shear 4632.# 9476.# 48% 9.35' Total Load D+L TL Deflection 0.1324" 0.3073" L/835 4.74' Odd Spans D+L LL Deflection 0.1139" 0.2305" L/971 4.74' Odd Spans L Beam B-1 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 5 of 5 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:15pm 1 of 4 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/480 live, L/360 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' 8.63" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 3.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 20' 3.50" 67 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 20' 3.50" 36 166 Live Replacement Uniform (PLF) Top 4' 8.63" 20' 3.50" 27 7 Live Point (LBS) Top 0' 4.38" 4283 1082 Live Point (LBS) Top 19' 11.13" 5055 0 Snow Point (LBS) Top 19' 11.13" 4096 3364 Live 1 2 20 3 8 20 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.573" 8128# -- 2 20' 3.500" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 5.830" 13264# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5155# 656# 2972# 2 4968# 5711# 5254# Design spans 19' 6.750" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 5.83" bearing required at bearing # 2 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 13511.'# 29034.'# 46% 10.15' Total Load D+L Shear 2433.# 9310.# 26% 0.37' Total Load D+L TL Deflection 0.6391" 0.6521" L/367 10.15' Total Load D+0.75(L+S) LL Deflection 0.2413" 0.4891" L/973 10.15' 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 Beam under Kitchen Shear Wall CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:15pm 2 of 4 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: CalcG15 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/480 live, L/360 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' 0.00" 400 100 Live Replacement Uniform (PLF) Top 0' 0.00" 4' 3.00" 120 30 Live Replacement Uniform (PLF) Top 4' 0.00" 16' 0.00" 400 100 Live Replacement Uniform (PLF) Top 16' 0.00" 17' 3.25" 400 100 Live Point (LBS) Top 0' 3.50" 2998 655 Live Point (LBS) Top 4' 1.25" 0 42 Live Point (LBS) Top 17' 1.13" 10648 3018 Live 1 2 17 3 4 17 3 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF #3/Stud 2x or 4x End-Grain (650psi) N/A N/A 8613# -- 2 17' 3.250" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 5.319" 18150# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 6777# 1836# 2 14064# 4086# Design spans 16' 9.625" Product: 1-3/4x16 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Minimum 5.32" bearing required at bearing # 2 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 19170.'# 58288.'# 32% 8.69' Total Load D+L Shear 4062.# 15960.# 25% 0.3' Total Load D+L TL Deflection 0.2732" 0.5601" L/737 8.69' Total Load D+L LL Deflection 0.2078" 0.4201" L/970 8.69' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. FLSHBM B-2 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 8 2- 6-17 2:02pm 1 of 2 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: CalcB7 Member Type: Beam Application: Floor Comments: Garage hdr 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: 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" 2' 1.00" 81 158 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 1.00" 420 0 Snow Replacement Uniform (PLF) Top 2' 1.00" 11' 1.00" 81 158 Live Replacement Uniform (PLF) Top 2' 1.00" 11' 1.00" 420 0 Snow Replacement Uniform (PLF) Top 11' 1.00" 13' 7.00" 81 158 Live Replacement Uniform (PLF) Top 11' 1.00" 13' 7.00" 420 0 Snow Replacement Uniform (PLF) Top 13' 7.00" 22' 7.00" 81 158 Live Replacement Uniform (PLF) Top 13' 7.00" 22' 7.00" 420 0 Snow Replacement Uniform (PLF) Top 22' 7.00" 24' 8.50" 81 158 Live Replacement Uniform (PLF) Top 22' 7.00" 24' 8.50" 420 0 Snow Point (LBS) Top 0' 0.63" 35 10 Snow 1 2 3 4 2 1 0 9 0 0 2 6 0 9 0 0 2 1 8 24 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 1.000" Wall SPF Plate (425psi) N/A 2.401" 3572# -- 2 11' 1.000" Wall SPF Plate (425psi) N/A 3.712" 5521# -219# 3 13' 7.000" Wall SPF Plate (425psi) N/A 3.702" 5507# -239# 4 22' 7.000" Wall SPF Plate (425psi) N/A 2.423" 3604# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 490# 2544# 1028# 2 858# 4453# 1068# 3 856# 4446# 1061# 4 494# 2567# 1037# Design spans 2' 0.375" (left cant) 9' 0.000" 2' 6.000" 9' 0.000" 2' 0.875" (right cant) Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 2.40" bearing required at bearing # 1 Minimum 3.71" bearing required at bearing # 2 Minimum 3.70" bearing required at bearing # 3 Minimum 2.42" bearing required at bearing # 4 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 3879.'# 24466.'# 15% 5.68' Even Spans D+S Negative Moment 4592.'# 24466.'# 18% 11.08' Adjacent 2 D+S Shear 2544.# 9081.# 28% 10.18' Adjacent 2 D+S TL Deflection 0.0496" 0.4500" L/999+ 6.13' Even Spans D+S LL Deflection 0.0370" 0.3000" L/999+ 18.53' Even Spans S TL Defl., Lt. -0.0378" 0.2031" 2L/999+ 0' Even Spans D+S Garage Door Cont. Header CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 8 2- 6-17 2:02pm 2 of 2 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 LL Defl., Lt. -0.0297" 0.2000" 2L/999+ 0' Even Spans S TL Defl., Rt. -0.0384" 0.2073" 2L/999+ 24.71' Even Spans D+S LL Defl., Rt. -0.0303" 0.2000" 2L/999+ 24.71' Even Spans 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