18C-042 2nd Floor Girder CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
ContemporaryConservatoryRobert 9-25-15
7:11am
1 of 3
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: 5.9 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' 3.00" -142 -24 Live
Replacement Uniform (PLF) Top 7' 3.00" 10' 6.00" -142 -24 Live
1 2
10 6 0
10 6 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 30# -802#
2 10' 6.000" Girder SPF Plate (425psi) N/A N/A 30# -802#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 -711# -90#
2 -711# -90#
Design spans
10' 0.000"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 802lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 802lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 75.# 9574.# 0% 5.25' Total Load D
Negative Moment 2007.# 10637.# 18% 5.25' Total Load D+L
Shear 644.# 3948.# 16% 9.75' Total Load D+L
TL Deflection -0.0739" 0.5000" L/999+ 5.25' Total Load D+L
LL Deflection -0.0656" 0.3333" L/999+ 5.25' Total Load L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
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
ContemporaryConservatoryRobert 9-25-15
7:11am
2 of 3
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: 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: 5.9 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" 3' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 40 13 Live
Replacement Uniform (PLF) Top 3' 0.00" 7' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 7' 3.00" 12' 5.50" 27 7 Live
Point (LBS) Top 0' 4.63" 89 0 Snow
Point (LBS) Top 0' 4.63" 0 91 Live
Point (LBS) Top 0' 4.63" 138 96 Live
Point (LBS) Top 0' 4.63" 144 159 Live
Point (LBS) Top 7' 4.50" -712 -50 Live
1 2
12 5 8
12 5 8
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" 1364# -33#
2 12' 5.500" Wall SPF Plate (425psi) N/A 1.500" 736# -809#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -315# 89# 537#
2 -736# 0# 191#
Design spans
11' 8.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 810lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2152.# 10637.# 20% 6.23' Total Load D+L
Negative Moment 3137.# 10637.# 29% 7.37' Total Load D+L
Shear 750.# 3948.# 19% 11.49' Total Load D+L
TL Deflection -0.1370" 0.5844" L/999+ 6.23' Total Load D+L
LL Deflection -0.1251" 0.3896" L/999+ 6.23' Total Load L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
ContemporaryConservatoryRobert 9-25-15
7:11am
3 of 3
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: CalcG6 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: 5.9 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" 5' 2.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 40 13 Live
Replacement Uniform (PLF) Top 5' 2.50" 12' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 9' 5.50" 12' 5.50" 27 7 Live
Point (LBS) Top 5' 1.00" -712 -50 Live
Point (LBS) Top 12' 0.88" 89 0 Snow
Point (LBS) Top 12' 0.88" 0 91 Live
Point (LBS) Top 12' 0.88" 206 96 Live
Point (LBS) Top 12' 0.88" 144 159 Live
1 2
12 5 8
12 5 8
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" 736# -809#
2 12' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1432# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -736# 0# 191#
2 -247# 89# 537#
Design spans
11' 8.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 810lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2152.# 10637.# 20% 6.23' Total Load D+L
Negative Moment 3137.# 10637.# 29% 5.08' Total Load D+L
Shear 750.# 3948.# 19% 0.4' Total Load D+L
TL Deflection -0.1370" 0.5844" L/999+ 6.23' Total Load D+L
LL Deflection -0.1251" 0.3896" L/999+ 6.23' Total Load L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table