10D-019 1st floor Beam CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
2:08pm
1 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 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: CalcG3 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: 36.0 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" 9' 10.00" -138 -18 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 1.06" 310 77 Live
Replacement Uniform (PLF) Top 10' 1.06" 17' 11.75" 624 213 Live
Replacement Uniform (PLF) Top 17' 11.75" 19' 11.75" 858 317 Live
Replacement Uniform (PLF) Top 19' 10.00" 20' 10.63" 136 101 Live
Replacement Uniform (PLF) Top 19' 11.75" 23' 6.00" 584 197 Live
Replacement Uniform (PLF) Top 20' 10.63" 23' 6.00" 136 101 Live
Replacement Uniform (PLF) Top 23' 6.00" 30' 1.00" -138 -18 Live
Replacement Uniform (PLF) Top 23' 6.00" 30' 1.00" 310 77 Live
Point (LBS) Top 9' 8.50" 1861 582 Live
Point (LBS) Top 17' 11.75" 0 24 Live
Point (LBS) Top 19' 11.75" 0 24 Live
Point (LBS) Top 23' 6.00" 935 358 Live
Point (LBS) Top 29' 8.38" 935 358 Live
1 2 3 4
9 10 0 10 0 0 10 3 0
30 1 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 1743# -524#
2 9' 10.000" Wall SPF Plate (425psi) N/A 2.430" 9545# --
3 19' 10.000" Wall SPF Plate (425psi) N/A 3.905" 11435# -12#
4 30' 1.000" Wall SPF Plate (425psi) N/A 1.500" 3659# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1374# 369#
2 7156# 2389#
3 8108# 3327#
4 2739# 920#
Design spans
9' 4.750" 10' 0.000" 9' 10.375"
Product: AFP Treated Beam 3 1/2 X 18 2 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 524lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6612.# 74250.# 8% 24.27' Odd Spans D+L
Negative Moment 9942.# 74250.# 13% 19.83' Adjacent 2 D+L
Shear 4210.# 24750.# 17% 19.84' Adjacent 2 D+L
TL Deflection 0.0238" 0.4932" L/999+ 24.77' Odd Spans D+L
LL Deflection 0.0192" 0.3288" L/999+ 24.77' Odd Spans L
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
2:08pm
2 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 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.
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
2:08pm
3 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 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: 17.6 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" 18' 7.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 18' 7.00" 27 7 Live
Point (LBS) Top 0' 4.63" 1353 0 Snow
Point (LBS) Top 0' 4.63" 3719 1869 Live
Point (LBS) Top 0' 4.63" 166 0 Snow
Point (LBS) Top 0' 4.63" 28 192 Live
Point (LBS) Top 3' 11.88" 822 229 Live
Point (LBS) Top 18' 2.38" 28 129 Live
Point (LBS) Top 18' 2.38" 0 162 Live
Point (LBS) Top 18' 2.38" 166 0 Snow
Point (LBS) Top 18' 2.38" 275 411 Live
Point (LBS) Top 18' 2.38" 698 0 Snow
Point (LBS) Top 18' 2.38" 988 0 Snow
Point (LBS) Top 18' 2.38" 2369 1374 Live
1 2 3
7 5 2 11 1 14
18 7 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 1.500" 6548# --
2 7' 5.125" Wall SPF Plate (425psi) N/A 1.500" 1640# --
3 18' 7.000" Wall SPF Plate (425psi) N/A 1.500" 5775# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4257# 1520# 2215#
2 1138# 0# 503#
3 2916# 1852# 2198#
Design spans
7' 0.500" 10' 9.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
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 1844.# 33189.# 5% 3.99' Odd Spans D+L
Negative Moment 1498.# 33189.# 4% 7.43' Total Load D+L
Shear 964.# 11845.# 8% 6.72' Total Load D+L
TL Deflection 0.0084" 0.3521" L/999+ 3.91' Odd Spans D+L
LL Deflection 0.0070" 0.2347" L/999+ 3.91' Odd Spans L
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
2:08pm
4 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 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.
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table