CS 1st Foor Girder CalcsCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 6 7-26-16
8:50am
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: CalcG9 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: 2.8 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' 5.50" 8' 11.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 5.50" 17' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 8' 11.50" 17' 0.00" 27 7 Live
1 2
0 5 8 16 6 8
17 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 5.500" Wall SPF Plate (425psi) N/A 1.500" 568# --
2 17' 0.000" Wall SPF Plate (425psi) N/A 1.500" 567# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 435# 133#
2 435# 132#
Design spans
0' 5.500" (left cant) 16' 3.875"
Product: 11-7/8" AJS 20 1 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2313.'# 4400.'# 52% 8.62' Total Load D+L
Shear 567.# 1490.# 38% 0.46' Total Load D+L
Cant. Shear, Lt 1.# 1341.# 0% 0.45' Total Load D
End Reaction 568.# 1215.# 46% 0.46' Total Load D+L
TL Deflection 0.3153" 0.8161" L/621 8.62' Total Load D+L
LL Deflection 0.2421" 0.5441" L/809 8.62' Total Load L
TL Defl., Lt. -0.0253" 0.2000" 2L/434 0' Total Load D+L
LL Defl., Lt. -0.0194" 0.2000" 2L/566 0' Total Load L
Control: Pos. Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Left cantilever allowable shear is for joist only
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 6 7-26-16
8:50am
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: CalcG10 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: 6.0 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' 5.50" 0 57 Live
Replacement Uniform (PLF) Top 0' 2.75" 0' 5.50" 804 208 Live
Replacement Uniform (PLF) Top 0' 5.50" 2' 5.50" 804 208 Live
Replacement Uniform (PLF) Top 0' 5.50" 8' 11.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 5.50" 8' 11.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 5.50" 8' 11.50" 0 57 Live
Replacement Uniform (PLF) Top 2' 5.50" 8' 11.50" 85 0 Snow
Replacement Uniform (PLF) Top 2' 5.50" 8' 11.50" 390 203 Live
Point (LBS) Top 2' 3.75" 7 514 Live
Point (LBS) Top 2' 3.75" 834 0 Snow
1 2
0 5 8 8 6 0
8 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 5.500" Wall SPF Plate (425psi) N/A 5.825" 4332# --
2 8' 11.500" Wall SPF Plate (425psi) N/A 4.237" 3151# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2717# 840# 1615#
2 1902# 516# 1249#
Design spans
0' 5.500" (left cant) 8' 1.375"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS
Minimum 5.82" 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 6870.'# 10637.'# 64% 4.11' Even Spans D+L
Negative Moment 33.'# 10637.'# 0% 0.46' Total Load D+L
Shear 2942.# 3948.# 74% 0.47' Total Load D+L
TL Deflection 0.1705" 0.4057" L/571 4.52' Even Spans D+0.75(L+S)
LL Deflection 0.1019" 0.2705" L/955 4.52' Even Spans 0.75(L+S)
TL Defl., Lt. -0.0324" 0.2000" 2L/339 0' Even Spans D+0.75(L+S)
LL Defl., Lt. -0.0195" 0.2000" 2L/564 0' Even Spans 0.75(L+S)
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%