41 -069 CS 2nd floor girder CalcsCS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
1 of 8
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: CalcG10 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: 28.4 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" 2' 3.00" 58 271 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 3.00" 458 0 Snow
Replacement Uniform (PLF) Top 2' 3.00" 11' 8.50" 58 332 Live
Replacement Uniform (PLF) Top 2' 3.00" 11' 8.50" 607 0 Snow
Replacement Uniform (PLF) Top 11' 8.50" 15' 5.50" 58 332 Live
Replacement Uniform (PLF) Top 11' 8.50" 15' 5.50" 607 0 Snow
Replacement Uniform (PLF) Top 15' 5.50" 17' 9.50" 58 332 Live
Replacement Uniform (PLF) Top 15' 5.50" 17' 9.50" 607 0 Snow
Point (LBS) Top 17' 4.88" 1 95 Live
Point (LBS) Top 17' 4.88" 270 0 Snow
1 2
17 9 8
17 9 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 2.664" 7924# --
2 17' 9.500" Wall SPF Plate (425psi) N/A 2.914" 8670# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 499# 4939# 2985#
2 501# 5480# 3190#
Design spans
17' 2.750"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 4 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 35661.'# 69451.'# 51% 8.79' Total Load D+S
Shear 7177.# 21413.# 33% 16.54' Total Load D+S
TL Deflection 0.5945" 0.8615" L/347 8.79' Total Load D+S
LL Deflection 0.3727" 0.5743" L/554 8.79' Total Load S
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
2 of 8
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: CalcG12 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: 9.6 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" 0' 8.00" 240 80 Live
Replacement Uniform (PLF) Top 0' 8.00" 5' 8.00" 240 80 Live
Replacement Uniform (PLF) Top 5' 8.00" 6' 1.50" 123 79 Live
Replacement Uniform (PLF) Top 6' 1.50" 7' 10.00" 124 80 Live
Point (LBS) Top 5' 8.00" 3 589 Live
Point (LBS) Top 5' 8.00" 1130 0 Snow
1 2
7 10 0
7 10 0
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" 1368# --
2 7' 10.000" Wall SPF Plate (425psi) N/A 1.500" 1914# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 868# 301# 492#
2 699# 830# 767#
Design spans
7' 5.750"
Product: 1-3/4x9-1/2 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 3466.'# 16051.'# 21% 5.41' Total Load D+0.75(L+S)
Shear 1769.# 7265.# 24% 6.91' Total Load D+0.75(L+S)
TL Deflection 0.0673" 0.3740" L/999+ 3.92' Total Load D+0.75(L+S)
LL Deflection 0.0418" 0.2493" L/999+ 3.92' Total Load 0.75(L+S)
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
3 of 8
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: CalcG14 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: 9.6 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" 8' 3.00" 105 60 Live
Replacement Uniform (PLF) Top 0' 6.25" 8' 3.00" 80 90 Live
Replacement Uniform (PLF) Top 8' 3.00" 12' 3.00" 0 35 Live
Replacement Uniform (PLF) Top 8' 3.00" 12' 3.00" 105 60 Live
1 2
12 3 0
12 3 0
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" 1881# --
2 12' 3.000" Wall SPF Plate (425psi) N/A 1.500" 1600# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1009# 871#
2 836# 764#
Design spans
11' 8.250"
Product: 1-3/4x9-1/2 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 5438.'# 13958.'# 38% 6.02' Total Load D+L
Shear 1666.# 6317.# 26% 0.19' Total Load D+L
TL Deflection 0.2646" 0.5844" L/530 6.02' Total Load D+L
LL Deflection 0.1407" 0.3896" L/996 6.02' Total Load L
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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
4 of 8
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: CalcG23 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: 36.5 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Point (LBS) Top 0' 4.63" 104 0 Snow
Point (LBS) Top 0' 4.63" 0 134 Live
Point (LBS) Top 14' 0.44" 2 473 Live
Point (LBS) Top 14' 0.44" 992 0 Snow
Point (LBS) Top 20' 7.44" 21 420 Live
Point (LBS) Top 20' 7.44" 940 0 Snow
1 2
21 0 1
21 0 1
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" 1084# --
2 21' 0.063" Wall SPF Plate (425psi) N/A 1.500" 2717# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 426# 658#
2 22# 1609# 1109#
Design spans
20' 2.812"
Product: 1-3/4x24 VERSA-LAM 2.0 3100 SP 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 8143.'# 144176.'# 5% 14.04' Total Load D+S
Shear 1284.# 27531.# 4% 19.61' Total Load D+S
TL Deflection 0.0418" 1.0117" L/999+ 11.51' Total Load D+S
LL Deflection 0.0207" 0.6744" L/999+ 11.51' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
5 of 8
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: CalcG25 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: 18.1 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" 4' 0.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 0 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 2.75" 27 7 Live
Replacement Uniform (PLF) Top 4' 0.00" 10' 0.00" -53 -13 Live
Replacement Uniform (PLF) Top 4' 0.00" 10' 0.00" 13 13 Live
Replacement Uniform (PLF) Top 4' 0.00" 16' 2.75" 27 7 Live
Replacement Uniform (PLF) Top 10' 0.00" 16' 2.75" -53 -13 Live
Replacement Uniform (PLF) Top 10' 0.00" 16' 2.75" 27 13 Live
Point (LBS) Top 0' 4.63" -52 -15 Snow
Point (LBS) Top 0' 4.63" 0 1 Live
Point (LBS) Top 0' 4.63" 0 3 Live
Point (LBS) Top 0' 4.63" 1 198 Live
Point (LBS) Top 0' 4.63" 486 0 Snow
Point (LBS) Top 0' 4.63" 4 573 Live
Point (LBS) Top 0' 4.63" 1405 0 Snow
1 2
16 2 12
16 2 12
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" 3013# --
2 16' 2.750" Wall SPF Plate (425psi) N/A 1.500" 920# -374#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 493# 1839# 1107#
2 573# 0# 347#
Design spans
15' 5.500"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 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 374lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3402.'# 33189.'# 10% 8.11' Total Load D+L
Negative Moment 1448.'# 33189.'# 4% 8.11' Total Load D+L
Shear 796.# 11845.# 6% 15.07' Total Load D+L
TL Deflection 0.0999" 0.7729" L/999+ 8.11' Total Load D+L
LL Deflection 0.0606" 0.5153" L/999+ 8.11' Total Load L
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
6 of 8
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%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
7 of 8
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: CalcG27 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: 18.1 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' 8.50" 44 18 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 3.00" 13 13 Live
Replacement Uniform (PLF) Top 0' 8.50" 1' 8.50" 1 262 Live
Replacement Uniform (PLF) Top 0' 8.50" 1' 8.50" 449 0 Snow
Replacement Uniform (PLF) Top 1' 8.50" 2' 4.19" 1 265 Live
Replacement Uniform (PLF) Top 1' 8.50" 2' 4.19" 458 0 Snow
Replacement Uniform (PLF) Top 2' 4.19" 3' 4.19" 1 269 Live
Replacement Uniform (PLF) Top 2' 4.19" 3' 4.19" 466 0 Snow
Replacement Uniform (PLF) Top 3' 4.19" 4' 4.19" 1 273 Live
Replacement Uniform (PLF) Top 3' 4.19" 4' 4.19" 477 0 Snow
Replacement Uniform (PLF) Top 4' 4.19" 5' 4.19" 1 277 Live
Replacement Uniform (PLF) Top 4' 4.19" 5' 4.19" 487 0 Snow
Replacement Uniform (PLF) Top 5' 4.19" 6' 4.19" 1 281 Live
Replacement Uniform (PLF) Top 5' 4.19" 6' 4.19" 497 0 Snow
Replacement Uniform (PLF) Top 6' 4.19" 7' 4.75" 1 285 Live
Replacement Uniform (PLF) Top 6' 4.19" 7' 4.75" 506 0 Snow
Replacement Uniform (PLF) Top 7' 4.75" 14' 3.00" 2 334 Live
Replacement Uniform (PLF) Top 7' 4.75" 14' 3.00" 633 0 Snow
Point (LBS) Top 0' 5.75" 1 77 Live
Point (LBS) Top 0' 5.75" 219 0 Snow
Point (LBS) Top 13' 10.38" 0 1 Live
Point (LBS) Top 13' 10.38" 1 76 Live
Point (LBS) Top 13' 10.38" 219 0 Snow
1 2
14 3 0
14 3 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 2.508" 5596# -330#
2 14' 3.000" Wall SPF Plate (425psi) N/A 3.023" 6745# -253#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -364# 3481# 2116#
2 -363# 4275# 2469#
Design spans
13' 8.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 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 330lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 253lbs at bearing 2 and ensure that the structure can resist appropriately.
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
AudetteLarryCooke - Level 8 6- 2-17
9:18am
8 of 8
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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 20827.'# 38167.'# 54% 7.41' Total Load D+S
Negative Moment 1133.'# 33189.'# 3% 7.02' Total Load D+L
Shear 5461.# 13622.# 40% 13.18' Total Load D+S
TL Deflection 0.4781" 0.6844" L/343 7.02' Total Load D+S
LL Deflection 0.2981" 0.4562" L/550 7.02' Total Load S
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives