38B-216 1st floor girder calcs(4)CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
1 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 8.8 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 7' 9.50" 92 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 7' 9.50" 117 139 Live
Replacement Uniform (PLF) Top 7' 9.50" 16' 1.50" 125 0 Snow
Replacement Uniform (PLF) Top 7' 9.50" 16' 1.50" 138 179 Live
Point (LBS) Top 15' 6.38" 35 17 Snow
1 2 3
7 5 8 8 8 0
16 1 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" 836# --
2 7' 5.500" Wall N/A N/A 1.936" 3282# --
3 16' 1.500" Wall N/A N/A 1.500" 1336# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 364# 288# 346#
2 1211# 1036# 1597#
3 483# 472# 620#
Design spans
7' 0.875" 8' 0.875"
Product: SYP (PT) #1 2 x 12 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 2168.'# 7581.'# 28% 12.3' Even Spans D+0.75(L+S)
Negative Moment 2558.'# 7581.'# 33% 7.46' Total Load D+0.75(L+S)
Shear 1510.# 4528.# 33% 7.47' Total Load D+0.75(L+S)
LL Deflection 0.0212" 0.2691" L/999+ 11.9' Even Spans 0.75(L+S)
TL Deflection 0.0366" 0.4036" L/999+ 11.9' Even Spans D+0.75(L+S)
Control: Negative Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
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™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
2 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 5.6 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 23' 7.00" 6 1 Live
Replacement Uniform (PLF) Top 1' 3.00" 23' 7.00" 27 7 Live
1 2 3
2 3 0 10 0 0 11 4 0
23 7 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 2' 3.000" Wall N/A N/A 1.500" 297# --
2 12' 3.000" Wall N/A N/A 1.500" 596# --
3 23' 7.000" Wall N/A N/A 1.500" 210# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 216# 81#
2 422# 174#
3 153# 57#
Design spans
2' 0.000" (left cant) 10' 0.000" 10' 8.875"
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 478.'# 3431.'# 13% 18.69' Odd Spans D+L
Negative Moment 617.'# 3431.'# 17% 12.25' Adjacent 2 D+L
Shear 270.# 2498.# 10% 12.26' Adjacent 2 D+L
LL Deflection 0.0249" 0.3580" L/999+ 18.16' Odd Spans L
TL Deflection 0.0319" 0.5370" L/999+ 18.16' Odd Spans D+L
LL Defl., Lt. -0.0128" 0.2000" 2L/999+ 0' Even Spans L
TL Defl., Lt. -0.0149" 0.2000" 2L/999+ 0' Even Spans D+L
Control: Negative Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
3 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 5.6 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 22' 9.50" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 22' 9.50" 27 7 Live
1 2 3
11 4 0 11 5 8
22 9 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" 208# --
2 11' 4.000" Wall N/A N/A 1.500" 630# --
3 22' 9.500" Wall N/A N/A 1.500" 215# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 153# 55#
2 443# 187#
3 157# 58#
Design spans
10' 8.875" 11' 0.875"
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 497.'# 3431.'# 14% 17.98' Even Spans D+L
Negative Moment 688.'# 3431.'# 20% 11.33' Total Load D+L
Shear 282.# 2498.# 11% 11.34' Total Load D+L
LL Deflection 0.0276" 0.3691" L/999+ 17.42' Even Spans L
TL Deflection 0.0349" 0.5536" L/999+ 17.42' Even Spans D+L
Control: Negative Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
4 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 5.6 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 22' 8.00" 220 55 Live
1 2 3 4
7 8 0 7 4 0 7 8 0
22 8 0
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" 872# --
2 7' 8.000" Wall N/A N/A 1.864" 2376# --
3 15' 0.000" Wall N/A N/A 1.864" 2376# --
4 22' 8.000" Wall N/A N/A 1.500" 872# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 702# 170#
2 1895# 481#
3 1895# 481#
4 702# 170#
Design spans
7' 0.875" 7' 4.000" 7' 0.875"
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 1354.'# 3431.'# 39% 18.89' Odd Spans D+L
Negative Moment 1636.'# 3431.'# 47% 15' Adjacent 2 D+L
Shear 1007.# 2498.# 40% 15.01' Adjacent 2 D+L
LL Deflection 0.0342" 0.2358" L/999+ 18.54' Odd Spans L
TL Deflection 0.0405" 0.3536" L/999+ 18.89' Odd Spans D+L
Control: Negative Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
5 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 4.4 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 2' 8.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 8.00" 27 7 Live
Replacement Uniform (PLF) Top 2' 8.00" 6' 8.00" 3 1 Live
1 2 3
2 6 4 4 1 12
6 8 0
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" 68# 0#
2 2' 6.250" Wall N/A N/A 1.500" 207# --
3 6' 8.000" Wall N/A N/A 1.500" 64# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 56# 13#
2 152# 55#
3 46# 17#
Design spans
2' 3.625" 3' 9.125"
Product: Spruce-Pine-Fir #2 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 50.'# 2300.'# 2% 4.78' Even Spans D+L
Negative Moment 63.'# 2300.'# 2% 2.52' Total Load D+L
Shear 69.# 1958.# 3% 2.53' Total Load D+L
LL Deflection 0.0010" 0.1253" L/999+ 4.59' Even Spans L
TL Deflection 0.0010" 0.1880" L/999+ 4.59' Even Spans D+L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:31pm
6 of 6
All product names are trademarks of their respective owners
Copyright (C) 2013 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: 8.8 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.50" 0 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.50" 0 3 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.50" 5 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.50" 31 96 Snow
Replacement Uniform (PLF) Top 3' 4.00" 8' 3.50" 240 60 Live
Point (LBS) Top 0' 7.13" 0 91 Live
Point (LBS) Top 0' 7.13" 141 68 Snow
1 2
8 3 8
8 3 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" 1208# --
2 8' 3.500" Wall N/A N/A 1.500" 1486# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 459# 255# 672#
2 870# 115# 616#
Design spans
7' 3.750"
Product: SYP (PT) #1 2 x 12 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 2461.'# 6592.'# 37% 4.62' Total Load D+L
Shear 1065.# 3938.# 27% 7.18' Total Load D+L
LL Deflection 0.0211" 0.2438" L/999+ 4.25' Total Load L
TL Deflection 0.0379" 0.3656" L/999+ 4.25' 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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table