24A-143 CS porch Beam CalcsCS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
DadmunTomOreilly - Level 8 5-23-16
11:50am
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: CalcG3 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12
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:\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' 6.50" 1 62 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 6.50" 204 0 Snow
1 2
0 5 12 7 0 12
7 6 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 5.750" Wall SPF Plate (425psi) N/A 1.500" 1010# --
2 7' 6.500" Girder SPF Plate (425psi) N/A N/A 924# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 754# 256#
2 2# 690# 234#
Design spans
0' 3.625" (left cant) 6' 9.250"
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 1561.'# 9634.'# 16% 3.86' Total Load D+S
Negative Moment 12.'# 9634.'# 0% 0.48' Total Load D+S
Shear 762.# 5544.# 13% 0.49' Total Load D+S
TL Deflection 0.0579" 0.3385" L/999+ 3.86' Total Load D+S
LL Deflection 0.0432" 0.2257" L/999+ 3.86' Total Load S
TL Defl., Lt. -0.0082" 0.2000" 2L/880 0' Total Load D+S
LL Defl., Lt. -0.0061" 0.2000" 2L/999+ 0' Total Load S
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
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™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
DadmunTomOreilly - Level 8 5-23-16
11:50am
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: CalcG5 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:\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" 76 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 33 112 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 2.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 2.00" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 2.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 2.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 5.50" 1' 2.00" 18 5 Snow
Replacement Uniform (PLF) Top 0' 5.50" 9' 2.00" 58 0 Snow
Replacement Uniform (PLF) Top 0' 5.50" 9' 2.00" 33 107 Live
Replacement Uniform (PLF) Top 1' 2.00" 9' 2.00" 108 53 Snow
Point (LBS) Top 0' 3.13" 244 202 Live
Point (LBS) Top 1' 0.25" 0 53 Live
Point (LBS) Top 1' 0.25" 174 0 Snow
Point (LBS) Top 1' 0.25" 2 257 Live
Point (LBS) Top 1' 0.25" 691 0 Snow
1 2
0 5 8 8 8 8
9 2 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 1.693" 2887# --
2 9' 2.000" Wall SPF Plate (425psi) N/A 1.500" 1689# -245#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 705# 1450# 1270#
2 437# 745# 802#
Design spans
0' 2.375" (left cant) 8' 3.875"
Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3641.'# 9634.'# 37% 4.62' Even Spans D+0.75(L+S)
Negative Moment 512.'# 8377.'# 6% 4.62' Even Spans D+L
Shear 2270.# 5544.# 40% 0.47' Total Load D+S
TL Deflection 0.2070" 0.4161" L/482 4.62' Even Spans D+0.75(L+S)
LL Deflection 0.1102" 0.2774" L/905 4.62' Even Spans 0.75(L+S)
TL Defl., Lt. -0.0164" 0.2000" 2L/289 0' Even Spans D+0.75(L+S)
LL Defl., Lt. -0.0088" 0.2000" 2L/537 0' Even Spans 0.75(L+S)
CS Structure™ 2016.4 [Build 5]
kmBeamEngine 4.13.19.1
Materials Database 1548
DadmunTomOreilly - Level 8 5-23-16
11:50am
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.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table