23A-215 Alderman 36 Beacon St LVLs calcsCS Structure™ 2016.5.1 [Build 2]kmBeamEngine 2016.5.0.2Materials Database 1555
Alderman 36 Beacon St - Level 9- 1-16
12:48pm
1 of 3
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.
Member Data
Description: CalcG2 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: 14.4 PLF
Filename: C:\Users\Mik
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End CategoryReplacement Uniform (PLF) Top 0' 0.00" 1' 3.00" 224 112 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 0 -7 LiveReplacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 0 3 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 13 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 27 7 LiveReplacement Uniform (PLF) Top 1' 3.00" 2' 3.00" 204 102 Snow
Replacement Uniform (PLF) Top 2' 3.00" 3' 3.00" 184 92 Snow
Replacement Uniform (PLF) Top 2' 3.00" 12' 3.00" 0 7 Snow
Replacement Uniform (PLF) Top 2' 3.00" 12' 3.00" 27 7 Snow
Replacement Uniform (PLF) Top 3' 3.00" 4' 3.00" 164 82 SnowReplacement Uniform (PLF) Top 4' 3.00" 5' 3.00" 144 72 Snow
Replacement Uniform (PLF) Top 5' 3.00" 6' 3.00" 124 62 Snow
Replacement Uniform (PLF) Top 6' 3.00" 7' 3.00" 104 52 SnowReplacement Uniform (PLF) Top 7' 3.00" 8' 3.00" 84 42 Snow
Replacement Uniform (PLF) Top 8' 3.00" 9' 3.00" 64 32 Snow
Replacement Uniform (PLF) Top 9' 3.00" 10' 3.00" 44 22 SnowReplacement Uniform (PLF) Top 10' 3.00" 11' 3.00" 24 12 Snow
Replacement Uniform (PLF) Top 11' 3.00" 12' 0.25" 6 3 Snow
Point (LBS) Top 12' 3.00" 1162 779 Snow
1 2 14 5 12
14 5 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift1 0' 0.000" Wall N/A N/A 1.500" 2187# -406#
2 14' 5.750" Girder N/A N/A N/A 2747# -406#
Maximum Load Case ReactionsUsed for applying point loads (or line loads) to carrying members Live Snow Dead
1 -368# 1267# 921#2 -368# 1542# 1205#
Design spans
13' 10.125"
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.
Review gravity uplift reaction force of 406lbs at bearing 1 and ensure that the structure can resist appropriately.Review gravity uplift reaction force of 406lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 7004.'# 25040.'# 27% 7.1' Total Load D+S
Negative Moment 1407.'# 21774.'# 6% 7.1' Total Load D+L
Shear 2717.# 10898.# 24% 13.33' Total Load D+S
CS Structure™ 2016.5.1 [Build 2]kmBeamEngine 2016.5.0.2Materials Database 1555
Alderman 36 Beacon St - Level 9- 1-16
12:48pm
2 of 3
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.
Actual Allowable Capacity Location Loading
TL Deflection 0.3354" 0.6922" L/495 7.24' Total Load D+S
LL Deflection 0.1895" 0.4615" L/876 7.1' 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 alternativesMinimum 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 2016.5.0.2Materials Database 1555
Alderman 36 Beacon St - Level 9- 1-16
12:48pm
3 of 3
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.
Member Data
Description: CalcG4 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: 7.3 PLF
Filename: C:\Users\Mik
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End CategoryReplacement Uniform (PLF) Top 0' 0.00" 10' 2.75" 100 99 Live
Point (LBS) Top 10' 2.75" 1377 956 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 1.500" 1346# -- 2 12' 5.500" Wall N/A N/A 1.500" 2437# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members Live Snow Dead
1 569# 217# 756#
2 414# 1159# 1257#
Design spans11' 8.250"
Product: 1-3/4x7-1/4 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 5003.'# 9634.'# 51% 7.98' Total Load D+0.75(L+S)Shear 2433.# 5544.# 43% 11.49' Total Load D+0.75(L+S)
TL Deflection 0.5580" 0.5844" L/251 6.81' Total Load D+0.75(L+S)
LL Deflection 0.2559" 0.3896" L/547 6.81' 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