18C-042 Attic Girder CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
ContemporaryConservatoryRobert 9-25-15
7:16am
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: CalcG1 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: 5.6 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" 10' 6.00" 75 25 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 526# --
2 10' 6.000" Girder SPF Plate (425psi) N/A N/A 526# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 373# 152#
2 373# 152#
Design spans
10' 0.000"
Product: Spruce-Pine-Fir #2 2 x 10 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 1315.# 3431.# 38% 5.25' Total Load D+L
Shear 445.# 2498.# 17% 0.26' Total Load D+L
LL Deflection 0.0607" 0.3333" L/999+ 5.25' Total Load L
TL Deflection 0.0854" 0.5000" L/999+ 5.25' Total Load D+L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
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
7:16am
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: CalcG2 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: 8.4 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" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 2.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 2.50" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 5' 2.50" 12' 5.50" -53 -13 Live
Replacement Uniform (PLF) Top 5' 2.50" 12' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 5' 2.50" 12' 5.50" 40 13 Live
Point (LBS) Top 5' 1.00" 373 194 Live
Point (LBS) Top 12' 0.88" 89 27 Snow
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" 1091# -339#
2 12' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1006# -312#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 769# 0# 322#
2 696# 89# 311#
Design spans
11' 8.250"
Product: Spruce-Pine-Fir #2 2 x 10 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.
Review gravity uplift reaction force of 339lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 312lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3705.# 5919.# 62% 5.08' Total Load D+L
Negative Moment 993.# 5919.# 16% 6.23' Total Load D+L
Shear 992.# 3746.# 26% 0.4' Total Load D+L
LL Deflection 0.1432" 0.3896" L/979 6.23' Total Load L
TL Deflection 0.2041" 0.5844" L/687 6.23' Total Load D+L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
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
7:16am
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: 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: 8.4 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" 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" 27 13 Live
Replacement Uniform (PLF) Top 7' 3.00" 12' 5.50" 27 7 Live
Point (LBS) Top 0' 4.63" 89 27 Snow
Point (LBS) Top 7' 4.50" 373 194 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" 928# -312#
2 12' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1013# -339#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 618# 89# 311#
2 691# 0# 322#
Design spans
11' 8.250"
Product: Spruce-Pine-Fir #2 2 x 10 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.
Review gravity uplift reaction force of 312lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 339lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3486.# 5919.# 58% 7.37' Total Load D+L
Negative Moment 993.# 5919.# 16% 6.23' Total Load D+L
Shear 924.# 3746.# 24% 11.49' Total Load D+L
LL Deflection 0.1297" 0.3896" L/999+ 6.23' Total Load L
TL Deflection 0.1907" 0.5844" L/735 6.23' Total Load D+L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table