CS carrying Beam CalcsCS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
RosemundBrownElkins - Level 6 9-10-19
9:14am
1 of 4
All product names are trademarks of their respective owners
Copyright (C) 2018 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.
**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and
Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product
installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB2 Member Type: Beam Application: 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' 8.00" 233 58 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 8.00" 560 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 11' 8.00" 453 457 Live
Replacement Uniform (PLF) Top 11' 8.00" 12' 5.50" 233 58 Live
Replacement Uniform (PLF) Top 11' 8.00" 12' 5.50" 560 0 Snow
Replacement Uniform (PLF) Top 11' 8.00" 12' 5.50" 435 431 Live
Point (LBS) Top 0' 4.63" 5 501 Live
Point (LBS) Top 0' 4.63" 1695 0 Snow
1 2
12 5 8
12 5 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.628" 10349# --
2 12' 5.500" Wall N/A N/A 2.173" 8557# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4011# 4967# 3615#
2 4000# 3271# 3104#
Design spans
11' 8.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 25047.'# 38167.'# 65% 6.23' Total Load D+0.75(L+S)
Shear 7121.# 13622.# 52% 11.49' Total Load D+0.75(L+S)
TL Deflection 0.4203" 0.5844" L/333 6.23' Total Load D+0.75(L+S)
LL Deflection 0.2676" 0.3896" L/524 6.23' 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™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
RosemundBrownElkins - Level 6 9-10-19
9:14am
2 of 4
All product names are trademarks of their respective owners
Copyright (C) 2018 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/360 live, L/240 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" 14' 0.00" 280 70 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.44" 200 107 Live
Replacement Uniform (PLF) Top 14' 0.00" 25' 8.00" 274 68 Live
Replacement Uniform (PLF) Top 14' 3.44" 26' 5.50" 200 107 Live
Replacement Uniform (PLF) Top 25' 8.00" 26' 5.50" 274 68 Live
1 2 3 4
9 0 0 9 0 0 8 5 8
26 5 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 2502# --
2 9' 0.000" Wall N/A N/A 1.756" 6913# --
3 18' 0.000" Wall N/A N/A 1.676" 6598# --
4 26' 5.500" Wall N/A N/A 1.500" 2344# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1854# 648#
2 5039# 1874#
3 4829# 1769#
4 1746# 598#
Design spans
8' 7.375" 9' 0.000" 8' 0.875"
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 4658.'# 21774.'# 21% 4.26' Odd Spans D+L
Negative Moment 5795.'# 21774.'# 26% 9' Adjacent 1 D+L
Shear 3032.# 9476.# 31% 8.57' Adjacent 1 D+L
TL Deflection 0.0753" 0.4307" L/999+ 4.26' Odd Spans D+L
LL Deflection 0.0597" 0.2872" L/999+ 4.69' Odd Spans L
Control: Shear
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™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
RosemundBrownElkins - Level 6 9-10-19
9:14am
3 of 4
All product names are trademarks of their respective owners
Copyright (C) 2018 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/360 live, L/240 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" 8' 0.00" 353 88 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 8.00" 233 58 Live
Replacement Uniform (PLF) Top 8' 0.00" 11' 8.00" 353 84 Live
Replacement Uniform (PLF) Top 11' 8.00" 12' 5.50" 555 182 Live
Replacement Uniform (PLF) Top 11' 8.00" 13' 0.00" 676 208 Live
Replacement Uniform (PLF) Top 12' 5.50" 13' 0.00" 559 183 Live
Replacement Uniform (PLF) Top 13' 0.00" 20' 8.25" 559 183 Live
Replacement Uniform (PLF) Top 13' 0.00" 20' 8.25" 676 212 Live
Replacement Uniform (PLF) Top 20' 8.25" 24' 5.00" 380 133 Live
Replacement Uniform (PLF) Top 20' 8.25" 24' 5.00" 453 152 Live
Replacement Uniform (PLF) Top 24' 5.00" 28' 3.00" 252 99 Live
Replacement Uniform (PLF) Top 24' 5.00" 28' 3.00" 325 117 Live
Replacement Uniform (PLF) Top 28' 3.00" 34' 0.00" 325 117 Live
Replacement Uniform (PLF) Top 28' 3.00" 34' 0.00" 442 146 Live
Point (LBS) Top 0' 4.63" 2581 942 Live
Point (LBS) Top 8' 1.50" 0 121 Live
Point (LBS) Top 11' 8.00" 2581 942 Live
Point (LBS) Top 12' 10.50" 0 121 Live
Point (LBS) Top 20' 6.75" -65 0 Snow
Point (LBS) Top 20' 6.75" 569 404 Live
Point (LBS) Top 24' 3.50" 0 57 Live
Point (LBS) Top 28' 1.13" -58 -97 Snow
Point (LBS) Top 33' 7.38" 35 10 Snow
1 2 3 4 5
8 8 0 8 8 0 8 8 0 8 0 0
34 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.565" 6161# --
2 8' 8.000" Wall N/A N/A 3.073" 12099# --
3 17' 4.000" Wall N/A N/A 4.221" 16620# --
4 26' 0.000" Wall N/A N/A 2.571" 10124# -35#
5 34' 0.000" Wall N/A N/A 1.500" 3508# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4825# 0# 1337#
2 9324# 8# 2774#
3 12488# -48# 4133#
4 7575# -80# 2549#
5 2717# 24# 791#
Design spans
8' 3.375" 8' 8.000" 8' 8.000" 7' 7.375"
CS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
RosemundBrownElkins - Level 6 9-10-19
9:14am
4 of 4
All product names are trademarks of their respective owners
Copyright (C) 2018 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.
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 10901.'# 21774.'# 50% 12.57' Even Spans D+L
Negative Moment 13410.'# 21774.'# 61% 17.33' Adjacent 2 D+L
Shear 7394.# 9476.# 78% 16.9' Adjacent 2 D+L
TL Deflection 0.1601" 0.4333" L/649 12.88' Even Spans D+L
LL Deflection 0.1328" 0.2889" L/782 12.99' Even Spans L
Control: Shear
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