44 -018 1st floor girder calcs CalcCS Structure™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
RainbowHomeImpBecker - Level 6 6-10-15
9:53am
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: 8.4 PLF
Filename: Q:\RainbowHo
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 1' 4.00" 12' 5.00" 210 53 Live
Point (LBS) Top 0' 4.63" 4 840 Live
Point (LBS) Top 0' 4.63" 1980 0 Snow
Point (LBS) Top 13' 4.38" 4 840 Live
Point (LBS) Top 13' 4.38" 1980 0 Snow
1 2
1 4 0 11 1 0 1 4 0
13 9 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 4.000" Wall N/A N/A 1.500" 1509# --
2 12' 5.000" Wall N/A N/A 1.500" 1509# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1164# 0# 345#
2 1164# 0# 345#
Design spans
0' 11.375" (left cant) 11' 1.000" 0' 11.375" (right cant)
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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4156.# 5919.# 70% 6.88' Total Load D+L
Negative Moment 4.# 5327.# 0% 1.33' Total Load D
Shear 1292.# 3746.# 34% 11.86' Total Load D+L
LL Deflection 0.1716" 0.3694" L/775 6.88' Total Load L
TL Deflection 0.2211" 0.5542" L/601 6.88' Total Load D+L
LL Defl., Lt. -0.0470" 0.2000" 2L/484 0' Total Load L
TL Defl., Lt. -0.0605" 0.2000" 2L/376 0' Total Load D+L
LL Defl., Rt. -0.0470" 0.2000" 2L/484 13.75' Total Load L
TL Defl., Rt. -0.0605" 0.2000" 2L/376 13.75' 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™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
RainbowHomeImpBecker - Level 6 6-10-15
9:53am
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.
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: 8.4 PLF
Filename: Q:\RainbowHo
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 10' 11.50" 5 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 11.50" 27 7 Live
1 2
1 4 0 9 7 8
10 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 4.000" Wall N/A N/A 1.500" 269# --
2 10' 11.500" Wall N/A N/A 1.500" 221# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 178# 92#
2 146# 75#
Design spans
0' 11.375" (left cant) 9' 2.875"
Product: Spruce-Pine-Fir #2 2 x 10 3 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 508.# 5919.# 8% 5.95' Even Spans D+L
Negative Moment 22.# 5919.# 0% 1.33' Total Load D+L
Shear 187.# 3746.# 4% 1.34' Total Load D+L
LL Deflection 0.0125" 0.3080" L/999+ 5.95' Even Spans L
TL Deflection 0.0188" 0.4620" L/999+ 5.95' Even Spans D+L
LL Defl., Lt. -0.0041" 0.2000" 2L/999+ 0' Even Spans L
TL Defl., Lt. -0.0061" 0.2000" 2L/999+ 0' Even Spans 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
CS Structure™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
RainbowHomeImpBecker - Level 6 6-10-15
9:53am
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: 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: 8.4 PLF
Filename: Q:\RainbowHo
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 10' 11.50" 5 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 11.50" 27 7 Live
Point (LBS) Top 0' 4.63" 2 350 Live
Point (LBS) Top 0' 4.63" 829 0 Snow
1 2
9 7 8 1 4 0
10 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 1254# --
2 9' 7.500" Wall N/A N/A 1.500" 269# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 149# 829# 425#
2 178# 0# 92#
Design spans
9' 2.875" 0' 11.375" (right cant)
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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 508.# 5919.# 8% 5.01' Odd Spans D+L
Negative Moment 22.# 5919.# 0% 9.62' Total Load D+L
Shear 187.# 3746.# 4% 9.16' Total Load D+L
LL Deflection 0.0125" 0.3080" L/999+ 5.01' Odd Spans L
TL Deflection 0.0188" 0.4620" L/999+ 5.01' Odd Spans D+L
LL Defl., Rt. -0.0041" 0.2000" 2L/999+ 10.96' Odd Spans L
TL Defl., Rt. -0.0061" 0.2000" 2L/999+ 10.96' Odd Spans 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™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
RainbowHomeImpBecker - Level 6 6-10-15
9:53am
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.
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: 5.7 PLF
Filename: Q:\RainbowHo
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 10' 9.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 11.25" 5 1 Live
Replacement Uniform (PLF) Top 10' 9.50" 13' 11.25" 27 7 Live
Replacement Uniform (PLF) Top 10' 11.50" 13' 11.25" 250 0 Snow
1 2 3
9 4 0 4 4 0 0 3 4
13 11 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 167# --
2 9' 4.000" Wall N/A N/A 1.500" 534# --
3 13' 8.000" Wall N/A N/A 1.500" 457# -40#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 118# -12# 49#
2 292# 253# 125#
3 65# 451# 7#
Design spans
8' 11.375" 4' 4.000" 0' 0.625" (right cant)
Product: SYP (PT) #1 2 x 8 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 373.# 3778.# 9% 11.93' Even Spans D+S
Negative Moment 340.# 3285.# 10% 9.33' Adjacent 1 D+L
Shear 303.# 2918.# 10% 9.34' Adjacent 1 D+0.75(L+S)
LL Deflection 0.0170" 0.2983" L/999+ 4.41' Odd Spans L
TL Deflection 0.0237" 0.4474" L/999+ 4.41' Odd Spans D+L
LL Defl., Rt. 0.0010" 0.2000" 2L/999+ 13.94' Even Spans S
TL Defl., Rt. 0.0010" 0.2000" 2L/999+ 13.94' Even Spans D+S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005