21 -004 CS Header Beam CalcsCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:29pm
1 of 6
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: CalcB1 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 18.1 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 11' 4.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" 47 15 Snow
Replacement Uniform (PLF) Top 11' 4.50" 14' 3.00" 27 7 Live
Point (LBS) Top 7' 1.50" 5 900 Live
Point (LBS) Top 7' 1.50" 1917 0 Snow
1 2
14 3 0
14 3 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" 2334# -341#
2 14' 3.000" Wall SPF Plate (425psi) N/A 1.500" 2334# -341#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 663# 1288# 871#
2 663# 1288# 871#
Design spans
14' 1.750"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 341lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 341lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 12616.'# 38167.'# 33% 7.12' Total Load D+S
Negative Moment 1209.'# 33189.'# 3% 7.12' Total Load D+L
Shear 2171.# 13622.# 15% 0.06' Total Load D+0.75(L+S)
TL Deflection 0.2639" 0.7073" L/643 7.12' Total Load D+0.75(L+S)
LL Deflection 0.1648" 0.4715" L/999+ 7.12' 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
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:29pm
2 of 6
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: CalcB15 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 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" 6' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 27 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 1 112 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 318 0 Snow
Replacement Uniform (PLF) Top 6' 3.00" 10' 3.00" 27 7 Live
1 2
10 3 0
10 3 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 1.583" 2355# -275#
2 10' 3.000" Wall SPF Plate (425psi) N/A 1.583" 2355# -275#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 322# 1612# 743#
2 322# 1612# 743#
Design spans
10' 1.750"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 1.58" bearing required at bearing # 1
Minimum 1.58" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 276lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 276lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5974.'# 24466.'# 24% 5.13' Total Load D+S
Negative Moment 701.'# 21275.'# 3% 5.13' Total Load D+L
Shear 1896.# 9081.# 20% 9.69' Total Load D+S
TL Deflection 0.1133" 0.5073" L/999+ 5.13' Total Load D+S
LL Deflection 0.0776" 0.3382" L/999+ 5.13' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:29pm
3 of 6
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: CalcB16 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 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" 0' 7.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 27 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 1 115 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.00" 318 0 Snow
Replacement Uniform (PLF) Top 0' 7.50" 5' 1.50" 27 7 Live
Replacement Uniform (PLF) Top 5' 1.50" 6' 10.50" 27 7 Live
Replacement Uniform (PLF) Top 6' 10.50" 10' 3.00" 27 7 Live
1 2
10 3 0
10 3 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 1.592" 2369# -275#
2 10' 3.000" Wall SPF Plate (425psi) N/A 1.592" 2369# -275#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 322# 1613# 756#
2 322# 1613# 756#
Design spans
10' 1.750"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 1.59" bearing required at bearing # 1
Minimum 1.59" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 276lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 276lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6008.'# 24466.'# 24% 5.12' Total Load D+S
Negative Moment 701.'# 21275.'# 3% 5.12' Total Load D+L
Shear 1907.# 9081.# 20% 9.69' Total Load D+S
TL Deflection 0.1140" 0.5073" L/999+ 5.12' Total Load D+S
LL Deflection 0.0776" 0.3382" L/999+ 5.12' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:29pm
4 of 6
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: CalcB17 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.0 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 11.00" 79 24 Snow
Replacement Uniform (PLF) Top 0' 0.00" 7' 10.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 23' 10.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 23' 10.00" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 23' 10.00" 27 13 Live
Replacement Uniform (PLF) Top 1' 11.00" 10' 11.00" 79 24 Snow
Replacement Uniform (PLF) Top 7' 10.00" 23' 10.00" 27 7 Live
Replacement Uniform (PLF) Top 10' 11.00" 12' 11.00" 79 24 Snow
Replacement Uniform (PLF) Top 12' 11.00" 21' 11.00" 79 24 Snow
Replacement Uniform (PLF) Top 21' 11.00" 23' 10.00" 79 24 Snow
Point (LBS) Top 0' 0.63" 0 2 Live
Point (LBS) Top 0' 0.63" 1 167 Live
Point (LBS) Top 0' 0.63" 408 0 Snow
Point (LBS) Top 11' 11.00" 16 2457 Live
Point (LBS) Top 11' 11.00" 5759 0 Snow
Point (LBS) Top 23' 9.38" 1 170 Live
Point (LBS) Top 23' 9.38" 408 0 Snow
1 2 3 4
1 11 0 9 0 0 2 0 0 9 0 0 1 11 0
23 10 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 11.000" Wall SPF Plate (425psi) N/A 1.500" 937# -315#
2 10' 11.000" Wall SPF Plate (425psi) N/A 3.647" 5425# -613#
3 12' 11.000" Wall SPF Plate (425psi) N/A 3.648" 5426# -613#
4 21' 11.000" Wall SPF Plate (425psi) N/A 1.500" 937# -315#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 362# 460# 320#
2 720# 3824# 1601#
3 720# 3825# 1601#
4 362# 460# 320#
Design spans
1' 10.375" (left cant) 9' 0.000" 2' 0.000" 9' 0.000" 1' 10.375" (right cant)
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 3.65" bearing required at bearing # 2
Minimum 3.65" bearing required at bearing # 3
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 315lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 614lbs at bearing 2 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 614lbs at bearing 3 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 315lbs at bearing 4 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
1:29pm
5 of 6
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 3387.'# 24466.'# 13% 11.92' Odd Spans D+S
Negative Moment 1739.'# 24466.'# 7% 12.92' Adjacent 3 D+0.75(L+S)
Shear 4503.# 9081.# 49% 12.02' Adjacent 3 D+S
TL Deflection 0.0119" 0.4500" L/999+ 5.97' Even Spans D+0.75(L+S)
LL Deflection 0.0090" 0.3000" L/999+ 5.97' Even Spans 0.75(L+S)
TL Defl., Lt. -0.0086" 0.2000" 2L/999+ 0' Even Spans D+0.75(L+S)
LL Defl., Lt. -0.0067" 0.2000" 2L/999+ 0' Even Spans 0.75(L+S)
TL Defl., Rt. -0.0086" 0.2000" 2L/999+ 23.83' Even Spans D+0.75(L+S)
LL Defl., Rt. -0.0067" 0.2000" 2L/999+ 23.83' Even Spans 0.75(L+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
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:29pm
6 of 6
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: CalcB21 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 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" 3' 6.00" 410 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 3' 6.00" 150 283 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" 9 2 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" 13 13 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" 1 109 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 3.00" 265 0 Snow
Point (LBS) Top 3' 3.25" 93 189 Snow
Point (LBS) Top 3' 4.25" 229 0 Snow
Point (LBS) Top 3' 4.25" 114 645 Live
1 2
6 3 0
6 3 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 1.702" 2532# -8#
2 6' 3.000" Wall SPF Plate (425psi) N/A 1.500" 2152# -109#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 455# 1323# 1198#
2 312# 1126# 1026#
Design spans
6' 1.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 1.70" bearing required at bearing # 1
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 4477.'# 16051.'# 27% 3.27' Total Load D+S
Negative Moment 106.'# 13958.'# 0% 4.35' Total Load D+L
Shear 1968.# 7265.# 27% 0.06' Total Load D+0.75(L+S)
TL Deflection 0.0566" 0.3073" L/999+ 3.12' Total Load D+S
LL Deflection 0.0279" 0.2049" L/999+ 3.12' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives