24D-294 CS 2nd floor Beam CalcCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
ClarkRogerPark - Level 8 11- 8-16
2:34pm
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: CalcG1 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: 18.1 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" 15' 8.75" 349 146 Live
Replacement Uniform (PLF) Top 0' 0.00" 15' 8.75" 407 146 Live
1 2 3 4
4 3 0 7 6 0 3 11 12
15 8 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 1.500" 1751# -304#
2 4' 3.000" Wall SPF Plate (425psi) N/A 3.295" 7352# --
3 11' 9.000" Wall SPF Plate (425psi) N/A 3.250" 7252# --
4 15' 8.750" Girder SPF Plate (425psi) N/A N/A 1563# -491#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1426# 326#
2 5250# 2101#
3 5193# 2059#
4 1321# 241#
Design spans
4' 0.875" 7' 6.000" 3' 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.
Review gravity uplift reaction force of 305lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 491lbs at bearing 4 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3628.'# 33189.'# 10% 8' Even Spans D+L
Negative Moment 4432.'# 33189.'# 13% 4.25' Adjacent 1 D+L
Shear 3040.# 11845.# 25% 11' Adjacent 2 D+L
TL Deflection 0.0197" 0.3750" L/999+ 8' Even Spans D+L
LL Deflection 0.0149" 0.2500" L/999+ 8' 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
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
ClarkRogerPark - Level 8 11- 8-16
2:34pm
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.
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: 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" 9' 4.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 4.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 667 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 15' 0.00" 307 474 Live
Point (LBS) Top 9' 4.00" 345 174 Live
Point (LBS) Top 9' 4.00" 1363 271 Live
1 2
15 0 0
15 0 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 3.409" 10140# -209#
2 15' 0.000" Wall SPF Plate (425psi) N/A 3.504" 10423# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3333# 4887# 3976#
2 3623# 4887# 4041#
Design spans
14' 7.750"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 4 ply PASSES DESIGN CHECKS
Minimum 3.41" bearing required at bearing # 1
Minimum 3.50" 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 39425.'# 69451.'# 56% 8.23' Total Load D+0.75(L+S)
Negative Moment 578.'# 60392.'# 0% 6.04' Total Load D+L
Shear 8954.# 21413.# 41% 14.09' Total Load D+0.75(L+S)
TL Deflection 0.4726" 0.7323" L/371 7.5' Total Load D+0.75(L+S)
LL Deflection 0.2908" 0.4882" L/604 7.5' 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