16B-068 CS 1st floor Girder CalcsCS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:19am
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.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB6 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" 7' 5.00" -13 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 7' 5.00" 438 143 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" -13 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 438 143 Live
Replacement Uniform (PLF) Top 7' 5.00" 11' 0.00" -13 0 Snow
Replacement Uniform (PLF) Top 7' 5.00" 11' 0.00" 478 153 Live
Replacement Uniform (PLF) Top 11' 0.00" 13' 0.00" 440 138 Live
Replacement Uniform (PLF) Top 11' 0.00" 13' 0.00" 480 148 Live
Replacement Uniform (PLF) Top 13' 0.00" 16' 5.50" 250 63 Live
Replacement Uniform (PLF) Top 13' 0.00" 18' 4.00" 290 73 Live
Replacement Uniform (PLF) Top 16' 5.50" 18' 4.00" 130 33 Live
Point (LBS) Top 10' 10.50" -55 0 Snow
Point (LBS) Top 10' 10.50" 173 116 Live
Point (LBS) Top 13' 0.00" 950 273 Live
Point (LBS) Top 17' 8.88" 1721 1186 Live
1 2 3
9 0 0 9 4 0
18 4 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.624" 4263# -63#
2 9' 0.000" Wall N/A N/A 5.031" 13208# -131#
3 18' 4.000" Wall N/A N/A 2.291" 6014# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3305# -94# 959#
2 9935# -236# 3273#
3 4254# 13# 1760#
Design spans
8' 7.375" 8' 8.875"
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 7825.'# 13958.'# 56% 13' Even Spans D+L
Negative Moment 11177.'# 13958.'# 80% 9' Total Load D+L
Shear 5828.# 6317.# 92% 9.01' Total Load D+L
TL Deflection 0.1871" 0.4370" L/560 13.37' Even Spans D+L
LL Deflection 0.1608" 0.2913" L/652 13.37' Even Spans L
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™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
MontgomeryJesseFlorence - Leve 6-17-16
7:19am
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.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB7 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" 4' 10.00" 80 20 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 10.00" 300 75 Live
Replacement Uniform (PLF) Top 4' 10.00" 8' 0.50" 303 76 Live
Replacement Uniform (PLF) Top 8' 0.50" 12' 4.00" 563 208 Live
Replacement Uniform (PLF) Top 12' 4.00" 15' 10.00" 563 208 Live
Replacement Uniform (PLF) Top 15' 10.00" 18' 4.00" 80 20 Live
Replacement Uniform (PLF) Top 15' 10.00" 18' 4.00" 300 75 Live
Point (LBS) Top 0' 4.63" 912 360 Live
Point (LBS) Top 4' 8.25" 0 27 Live
Point (LBS) Top 8' 0.50" 912 360 Live
Point (LBS) Top 15' 11.75" 28 76 Live
Point (LBS) Top 15' 11.75" 432 307 Live
Point (LBS) Top 17' 8.88" -716 -510 Live
1 2 3
9 0 0 9 4 0
18 4 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3002# --
2 9' 0.000" Wall N/A N/A 3.169" 8319# --
3 18' 4.000" Wall N/A N/A 1.500" 3055# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 2357# 645#
2 6061# 2258#
3 1478# 350#
Design spans
8' 7.375" 8' 8.875"
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 5882.'# 13958.'# 42% 14.24' Even Spans D+L
Negative Moment 6582.'# 13958.'# 47% 9' Total Load D+L
Shear 3655.# 6317.# 57% 9.01' Total Load D+L
TL Deflection 0.1446" 0.4370" L/725 13.81' Even Spans D+L
LL Deflection 0.1090" 0.2913" L/962 13.81' Even Spans L
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