21 -004 CS 2nd floor girder CalcsCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
1 of 30
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: 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: 14.2 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" 1' 2.50" -192 -32 Live
Replacement Uniform (PLF) Top 1' 2.50" 4' 6.25" -189 -35 Live
1 2
4 6 4
4 6 4
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 28# -411#
2 4' 6.250" Girder SPF Plate (425psi) N/A N/A 28# -410#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 -373# -37#
2 -371# -39#
Design spans
3' 11.250"
Product: 1-3/4x14 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.
Review gravity uplift reaction force of 411lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 411lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 28.'# 26131.'# 0% 2.26' Total Load D
Negative Moment 405.'# 29034.'# 1% 2.26' Total Load D+L
Shear 168.# 9310.# 1% 3.24' Total Load D+L
TL Deflection 0.0010" 0.1969" L/999+ 2.26' Total Load D+L
LL Deflection 0.0010" 0.1313" L/999+ 2.26' Total Load L
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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
2 of 30
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: CalcG7 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: 7.1 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' 7.25" 150 38 Live
1 2
4 7 4
4 7 4
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" 382# --
2 4' 7.250" Girder SPF Plate (425psi) N/A N/A 382# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 295# 88#
2 295# 88#
Design spans
3' 11.125"
Product: 1-3/4x14 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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 375.'# 14517.'# 2% 2.35' Total Load D+L
Shear 155.# 4655.# 3% 0.4' Total Load D+L
TL Deflection 0.0013" 0.1964" L/999+ 2.35' Total Load D+L
LL Deflection 0.0010" 0.1309" L/999+ 2.35' Total Load L
Control: Shear
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
3 of 30
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: CalcG8 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: 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" 7' 8.25" -143 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 7' 8.25" 56 -68 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.63" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.63" 40 13 Live
Replacement Uniform (PLF) Top 7' 8.25" 12' 8.63" -143 0 Snow
Replacement Uniform (PLF) Top 7' 8.25" 12' 8.63" 56 -68 Live
Replacement Uniform (PLF) Top 12' 8.63" 16' 11.63" 27 7 Live
Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" -53 -13 Live
Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" 27 7 Live
Replacement Uniform (PLF) Top 12' 8.63" 18' 2.63" 40 13 Live
Replacement Uniform (PLF) Top 16' 11.63" 22' 8.63" 27 7 Live
Replacement Uniform (PLF) Top 18' 2.63" 24' 2.63" 208 0 Snow
Replacement Uniform (PLF) Top 18' 2.63" 30' 8.63" 1 203 Live
Replacement Uniform (PLF) Top 18' 2.63" 30' 8.63" 204 0 Snow
Replacement Uniform (PLF) Top 18' 2.63" 37' 8.63" 27 7 Live
Replacement Uniform (PLF) Top 22' 8.63" 24' 5.63" 27 7 Live
Replacement Uniform (PLF) Top 24' 2.63" 30' 8.63" 212 0 Snow
Replacement Uniform (PLF) Top 24' 5.63" 30' 8.63" 27 7 Live
Replacement Uniform (PLF) Top 30' 8.63" 37' 8.63" 27 7 Live
Point (LBS) Top 30' 8.63" 4 770 Live
Point (LBS) Top 30' 8.63" 2010 0 Snow
Point (LBS) Top 37' 4.00" 20 2657 Live
Point (LBS) Top 37' 4.00" 6887 0 Snow
1 2 3
18 5 6 19 3 4
37 8 10
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" 377# -2196#
2 18' 5.375" Wall SPF Plate (425psi) N/A 2.985" 8880# -705#
3 37' 8.625" Wall SPF Plate (425psi) N/A 4.535" 13493# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 349# -1615# -580#
2 1379# 5336# 3543#
3 465# 9414# 4079#
Design spans
18' 1.000" 18' 10.625"
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.
Review gravity uplift reaction force of 2196lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 706lbs at bearing 2 and ensure that the structure can resist appropriately.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
4 of 30
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 25757.'# 69451.'# 37% 29.78' Total Load D+S
Negative Moment 16824.'# 69451.'# 24% 18.45' Total Load D+S
Shear 6603.# 21413.# 30% 18.46' Total Load D+S
TL Deflection 0.4628" 0.9443" L/489 27.89' Total Load D+S
LL Deflection 0.3058" 0.6295" L/741 27.89' 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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
5 of 30
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: CalcG9 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: 24.3 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' 1.13" 1 79 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 1.13" 193 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 8' 2.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 0 81 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 13 Live
Replacement Uniform (PLF) Top 5' 1.13" 11' 0.00" 47 13 Snow
Replacement Uniform (PLF) Top 8' 2.00" 24' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 11' 0.00" 24' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 11' 0.00" 24' 6.00" 27 13 Live
Point (LBS) Top 0' 4.63" 0 3 Live
Point (LBS) Top 0' 4.63" 36 10 Snow
Point (LBS) Top 0' 4.63" 51 15 Snow
Point (LBS) Top 0' 4.63" 1 116 Live
Point (LBS) Top 0' 4.63" 284 0 Snow
Point (LBS) Top 5' 2.88" 2 358 Live
Point (LBS) Top 5' 2.88" 689 0 Snow
Point (LBS) Top 24' 0.75" 2 276 Live
Point (LBS) Top 24' 0.75" 1194 210 Snow
1 2
24 6 0
24 6 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 1.954" 4360# -595#
2 24' 6.000" Girder SPF Plate (425psi) N/A N/A 3583# -641#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1048# 1921# 2133#
2 1202# 1514# 1545#
Design spans
23' 8.125"
Product: 1-3/4x16 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 595lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 642lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 14913.'# 58288.'# 25% 10.99' Total Load D+L
Negative Moment 5864.'# 58288.'# 10% 13.41' Total Load D+L
Shear 3384.# 18354.# 18% 0.4' Total Load D+0.75(L+S)
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
6 of 30
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.
Actual Allowable Capacity Location Loading
TL Deflection 0.4637" 1.1839" L/612 12.22' Total Load D+0.75(L+S)
LL Deflection 0.2303" 0.7892" L/999+ 12.22' Total Load 0.75(L+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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
7 of 30
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: 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: 24.3 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' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 6.00" 27 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 4.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 13' 6.00" 19' 4.88" 47 13 Snow
Replacement Uniform (PLF) Top 13' 6.00" 24' 6.00" 0 81 Live
Replacement Uniform (PLF) Top 16' 4.00" 24' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 19' 4.88" 24' 6.00" 1 79 Live
Replacement Uniform (PLF) Top 19' 4.88" 24' 6.00" 193 0 Snow
Point (LBS) Top 0' 5.25" 2 276 Live
Point (LBS) Top 0' 5.25" 1194 210 Snow
Point (LBS) Top 19' 3.13" 2 358 Live
Point (LBS) Top 19' 3.13" 689 0 Snow
Point (LBS) Top 21' 9.25" -28 0 Snow
Point (LBS) Top 21' 9.25" 2 -2 Live
Point (LBS) Top 21' 9.25" 0 114 Live
Point (LBS) Top 21' 9.25" 142 0 Snow
Point (LBS) Top 24' 1.38" 0 3 Live
Point (LBS) Top 24' 1.38" 27 8 Snow
Point (LBS) Top 24' 1.38" 36 10 Snow
Point (LBS) Top 24' 1.38" 1 57 Live
Point (LBS) Top 24' 1.38" 181 0 Snow
1 2
24 6 0
24 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 3371# -100#
2 24' 6.000" Wall SPF Plate (425psi) N/A 1.800" 4017# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1035# 1528# 1448#
2 746# 1922# 2016#
Design spans
23' 8.125"
Product: 1-3/4x16 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.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
8 of 30
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 14820.'# 67031.'# 22% 15.83' Total Load D+0.75(L+S)
Negative Moment 1744.'# 58288.'# 2% 7.54' Total Load D+L
Shear 3248.# 18354.# 17% 22.93' Total Load D+0.75(L+S)
TL Deflection 0.4125" 1.1839" L/688 13.46' Total Load D+0.75(L+S)
LL Deflection 0.1991" 0.7892" L/999+ 12.28' Total Load 0.75(L+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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
9 of 30
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: CalcG11 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: 18.2 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' 0.00" 2 197 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 0.00" 366 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 19' 6.00" 9 2 Live
Replacement Uniform (PLF) Top 7' 0.00" 13' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 13' 3.00" 15' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 13' 6.00" 19' 6.00" 3 191 Live
Replacement Uniform (PLF) Top 13' 6.00" 19' 6.00" 364 0 Snow
Replacement Uniform (PLF) Top 15' 0.00" 19' 6.00" 27 7 Live
Point (LBS) Top 5' 0.00" 4 521 Live
Point (LBS) Top 5' 0.00" 1533 0 Snow
Point (LBS) Top 13' 6.00" 4 520 Live
Point (LBS) Top 13' 6.00" 1529 0 Snow
Point (LBS) Top 19' 1.38" 17 5 Snow
Point (LBS) Top 19' 1.38" 48 14 Snow
Point (LBS) Top 19' 1.38" 87 124 Snow
1 2
19 6 0
19 6 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 3.470" 5162# --
2 19' 6.000" Wall SPF Plate (425psi) N/A 3.668" 5456# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 347# 3401# 1761#
2 352# 3544# 1912#
Design spans
18' 8.750"
Product: 1-3/4x18 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 19812.'# 53675.'# 36% 13.5' Total Load D+S
Shear 4289.# 13765.# 31% 18.18' Total Load D+S
TL Deflection 0.3874" 0.9365" L/580 9.75' Total Load D+S
LL Deflection 0.2582" 0.6243" L/870 9.75' Total Load S
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
10 of 30
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: 7.1 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" 3' 1.50" 219 38 Live
Replacement Uniform (PLF) Top 3' 1.50" 6' 7.00" 217 41 Live
1 2
6 7 0
6 7 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 794# --
2 6' 7.000" Girder SPF Plate (425psi) N/A N/A 795# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 656# 138#
2 654# 142#
Design spans
6' 0.000"
Product: 1-3/4x14 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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1192.'# 14517.'# 8% 3.29' Total Load D+L
Shear 486.# 4655.# 10% 5.39' Total Load D+L
TL Deflection 0.0097" 0.3000" L/999+ 3.29' Total Load D+L
LL Deflection 0.0080" 0.2000" L/999+ 3.29' Total Load L
Control: Shear
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
11 of 30
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: CalcG13 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: 7.8 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' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 47 94 Snow
Replacement Uniform (PLF) Top 0' 0.00" 16' 4.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 16' 4.00" 24' 6.00" 27 7 Live
Point (LBS) Top 0' 5.25" 48 14 Snow
Point (LBS) Top 0' 5.25" 0 14 Live
Point (LBS) Top 0' 5.25" 0 50 Live
Point (LBS) Top 0' 5.25" 1 89 Live
Point (LBS) Top 0' 5.25" 2 97 Live
Point (LBS) Top 0' 5.25" 200 110 Snow
Point (LBS) Top 0' 5.25" 424 24 Snow
Point (LBS) Top 0' 5.25" 386 68 Snow
Point (LBS) Top 21' 9.25" -65 0 Snow
Point (LBS) Top 21' 9.25" 5 -5 Live
Point (LBS) Top 21' 9.25" 1 266 Live
Point (LBS) Top 21' 9.25" 333 0 Snow
Point (LBS) Top 24' 1.38" 0 3 Live
Point (LBS) Top 24' 1.38" 1 132 Live
Point (LBS) Top 24' 1.38" 423 0 Snow
1 2
24 6 0
24 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 2839# --
2 24' 6.000" Wall SPF Plate (425psi) N/A 1.500" 1718# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 932# 1264# 1191#
2 661# 740# 667#
Design spans
23' 8.125"
Product: 16" AJS 25 2 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
12 of 30
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 6361.'# 19440.'# 32% 12.28' Total Load D+L
Negative Moment 635.'# 19440.'# 3% 3.99' Total Load D+L
Shear 1655.# 4130.# 40% 0' Total Load D+L
End Reaction 1718.# 2955.# 58% 24.5' Total Load D+0.75(L+S)
TL Deflection 0.3408" 1.1839" L/833 12.28' Total Load D+L
LL Deflection 0.2142" 0.7892" L/999+ 12.28' Total Load L
Control: Max End React.
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
13 of 30
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: 7.8 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" 1' 8.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 2 173 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.50" 303 0 Snow
Replacement Uniform (PLF) Top 1' 8.50" 5' 11.50" 27 7 Live
1 2
5 11 8
5 11 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" 1312# -151#
2 5' 11.500" Wall SPF Plate (425psi) N/A 1.500" 1312# -151#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 194# 787# 525#
2 194# 787# 525#
Design spans
5' 2.250"
Product: 16" AJS 25 2 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1701.'# 22356.'# 7% 2.98' Total Load D+S
Negative Moment 197.'# 19440.'# 1% 2.98' Total Load D+L
Shear 1312.# 4749.# 27% 0' Total Load D+S
End Reaction 1312.# 2955.# 44% 0' Total Load D+S
TL Deflection 0.0128" 0.2594" L/999+ 2.98' Total Load D+S
LL Deflection 0.0077" 0.1729" L/999+ 2.98' Total Load S
Control: Max End React.
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
14 of 30
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: CalcG18 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: 7.1 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" 5' 9.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 9.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 3.50" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 3.50" 47 94 Snow
Replacement Uniform (PLF) Top 2' 0.00" 4' 2.75" 46 46 Live
Replacement Uniform (PLF) Top 4' 2.75" 7' 3.50" 46 46 Live
Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" -53 -13 Live
Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" 27 7 Live
Replacement Uniform (PLF) Top 5' 9.00" 7' 3.50" 40 13 Live
Point (LBS) Top 0' 2.75" 3 198 Live
Point (LBS) Top 0' 2.75" 347 0 Snow
1 2
2 0 0 5 3 8
7 3 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 2' 0.000" Wall SPF Plate (425psi) N/A 2.505" 1863# -290#
2 7' 3.500" Girder SPF Plate (425psi) N/A N/A 611# -145#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 473# 698# 985#
2 295# -140# 302#
Design spans
2' 0.000" (left cant) 5' 0.000"
Product: 1-3/4x14 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 290lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 621.'# 14517.'# 4% 5' Even Spans D+L
Negative Moment 1304.'# 16695.'# 7% 2' Total Load D+S
Shear 686.# 5353.# 12% 0.9' Total Load D+S
TL Deflection 0.0031" 0.2500" L/999+ 4.75' Even Spans D+0.75(L+S)
LL Deflection -0.0024" 0.1667" L/999+ 4.22' Cants Only S
TL Defl., Lt. 0.0090" 0.2000" 2L/999+ 0' Cants Only D+S
LL Defl., Lt. 0.0069" 0.2000" 2L/999+ 0' Cants Only S
Control: Shear
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
15 of 30
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: CalcG19 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: 3.3 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' 0.00" 3 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live
Point (LBS) Top 0' 11.75" 0 1 Live
Point (LBS) Top 0' 11.75" 113 55 Snow
1 2 3
0 9 0 0 2 4 6 0 12
7 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 10.125" Wall SPF Plate (425psi) N/A 1.500" 267# --
2 7' 0.000" Girder SPF Plate (425psi) N/A N/A 118# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 114# 113# 97#
2 87# 0# 31#
Design spans
0' 10.125" (left cant) 5' 10.875"
Product: Spruce-Pine-Fir #2 2 x 6 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 174.'# 1434.'# 12% 3.8' Even Spans D+L
Negative Moment 14.'# 1434.'# 1% 0.84' Total Load D+L
Shear 103.# 1485.# 6% 0.85' Total Load D+L
LL Deflection 0.0139" 0.1969" L/999+ 3.8' Even Spans L
TL Deflection 0.0187" 0.2953" L/999+ 3.8' Even Spans D+L
LL Defl., Lt. -0.0064" 0.2000" 2L/999+ 0' Even Spans L
TL Defl., Lt. -0.0084" 0.2000" 2L/999+ 0' Even Spans 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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
16 of 30
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: CalcG20 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: 3.3 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' 0.00" 3 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 27 7 Live
Point (LBS) Top 6' 0.25" 0 1 Live
Point (LBS) Top 6' 0.25" 113 55 Snow
1 2
6 0 12 0 11 4
7 0 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 116# --
2 6' 0.750" Wall SPF Plate (425psi) N/A 1.500" 269# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 86# 0# 30#
2 116# 113# 98#
Design spans
5' 9.750" 0' 11.250" (right cant)
Product: Spruce-Pine-Fir #2 2 x 6 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 168.'# 1434.'# 11% 3.16' Odd Spans D+L
Negative Moment 18.'# 1434.'# 1% 6.06' Total Load D+L
Shear 102.# 1485.# 6% 5.77' Total Load D+L
LL Deflection 0.0130" 0.1937" L/999+ 3.16' Odd Spans L
TL Deflection 0.0175" 0.2906" L/999+ 3.16' Odd Spans D+L
LL Defl., Rt. -0.0067" 0.2000" 2L/999+ 7' Odd Spans L
TL Defl., Rt. -0.0089" 0.2000" 2L/999+ 7' Odd Spans 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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
17 of 30
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: CalcG28 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: 14.2 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" 1' 6.00" 0 83 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 6.00" 209 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 5 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 31 10 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 0.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 1' 6.00" 15' 6.00" 120 30 Live
Replacement Uniform (PLF) Top 1' 6.00" 15' 6.00" 105 51 Snow
Replacement Uniform (PLF) Top 12' 9.00" 17' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 15' 6.00" 17' 0.00" 0 83 Live
Replacement Uniform (PLF) Top 15' 6.00" 17' 0.00" 209 0 Snow
Point (LBS) Top 0' 3.00" 0 70 Live
Point (LBS) Top 0' 3.00" 167 0 Snow
Point (LBS) Top 1' 5.25" 0 41 Live
Point (LBS) Top 1' 6.88" 0 40 Live
Point (LBS) Top 8' 6.00" 1 151 Live
Point (LBS) Top 8' 6.00" 462 0 Snow
Point (LBS) Top 15' 5.13" 0 40 Live
Point (LBS) Top 15' 6.75" 0 41 Live
Point (LBS) Top 16' 9.00" 0 70 Live
Point (LBS) Top 16' 9.00" 167 0 Snow
1 2
17 0 0
17 0 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 3585# -360#
2 17' 0.000" Girder SPF Plate (425psi) N/A N/A 3585# -360#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1433# 1653# 1271#
2 1433# 1653# 1271#
Design spans
16' 6.000"
Product: 1-3/4x14 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.
Review gravity uplift reaction force of 360lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 360lbs at bearing 2 and ensure that the structure can resist appropriately.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
18 of 30
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 14821.'# 33390.'# 44% 8.5' Total Load D+0.75(L+S)
Negative Moment 1778.'# 29034.'# 6% 8.5' Total Load D+L
Shear 2966.# 10706.# 27% 15.93' Total Load D+0.75(L+S)
TL Deflection 0.4417" 0.8250" L/448 8.5' Total Load D+0.75(L+S)
LL Deflection 0.2911" 0.5500" L/680 8.5' Total Load 0.75(L+S)
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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
19 of 30
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: CalcG29 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: 14.2 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' 2.00" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 8.00" 27 7 Live
Replacement Uniform (PLF) Top 4' 2.00" 10' 5.00" 27 7 Live
Replacement Uniform (PLF) Top 10' 5.00" 12' 2.00" 27 7 Live
Replacement Uniform (PLF) Top 12' 2.00" 16' 8.00" 27 7 Live
Point (LBS) Top 12' 3.75" -387 -40 Live
1 2
16 8 0
16 8 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" 556# --
2 16' 8.000" Wall SPF Plate (425psi) N/A 1.500" 631# -206#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 354# 201#
2 415# 217#
Design spans
15' 10.750"
Product: 1-3/4x14 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 2461.'# 29034.'# 8% 8.33' Total Load D+L
Negative Moment 934.'# 29034.'# 3% 12.31' Total Load D+L
Shear 537.# 9310.# 5% 15.49' Total Load D+L
TL Deflection 0.0695" 0.7948" L/999+ 8.33' Total Load D+L
LL Deflection 0.0454" 0.5299" L/999+ 8.33' 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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
20 of 30
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: CalcG30 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: 14.2 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" 1' 6.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 0.50" 27 7 Live
Replacement Uniform (PLF) Top 1' 6.50" 6' 0.50" 27 7 Live
Replacement Uniform (PLF) Top 6' 0.50" 7' 9.50" 27 7 Live
Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" -53 -13 Live
Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" 27 7 Live
Replacement Uniform (PLF) Top 7' 9.50" 14' 0.50" 27 13 Live
Point (LBS) Top 7' 7.75" 306 105 Live
Point (LBS) Top 13' 7.88" 1 61 Live
Point (LBS) Top 13' 7.88" 236 12 Snow
1 2
14 0 8
14 0 8
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 777# --
2 14' 0.500" Wall SPF Plate (425psi) N/A 1.500" 1038# -136#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 528# 0# 249#
2 648# 236# 376#
Design spans
13' 4.375"
Product: 1-3/4x14 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 3527.'# 29034.'# 12% 7.65' Total Load D+L
Negative Moment 419.'# 29034.'# 1% 9.65' Total Load D+L
Shear 809.# 9310.# 8% 12.99' Total Load D+L
TL Deflection 0.0653" 0.6682" L/999+ 6.97' Total Load D+L
LL Deflection 0.0449" 0.4455" L/999+ 6.97' Total Load L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
21 of 30
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: CalcG31 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: 7.1 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' 8.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 8.50" 27 7 Live
Replacement Uniform (PLF) Top 4' 8.75" 6' 8.50" 27 7 Live
Point (LBS) Top 4' 7.00" -385 -42 Live
1 2
6 8 8
6 8 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" 219# -103#
2 6' 8.500" Wall SPF Plate (425psi) N/A 1.500" 219# -280#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 158# 61#
2 -271# 61#
Design spans
5' 11.250"
Product: 1-3/4x14 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 280lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 325.'# 14517.'# 2% 3.35' Total Load D+L
Negative Moment 499.'# 14517.'# 3% 4.58' Total Load D+L
Shear 293.# 4655.# 6% 4.58' Total Load D+L
TL Deflection -0.0029" 0.2969" L/999+ 3.65' Total Load D+L
LL Deflection -0.0029" 0.1979" L/999+ 3.65' Total Load L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
22 of 30
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: CalcG32 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: 7.1 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" 1' 9.00" 0 32 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 9.00" 102 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 13 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 0 81 Live
Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 1 114 Live
Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 278 0 Snow
Replacement Uniform (PLF) Top 1' 9.00" 14' 1.38" 27 7 Live
Replacement Uniform (PLF) Top 9' 1.50" 12' 6.00" -107 0 Snow
Replacement Uniform (PLF) Top 9' 1.50" 12' 6.00" 75 -40 Live
Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 6 1 Live
Replacement Uniform (PLF) Top 12' 6.00" 14' 2.63" -107 0 Snow
Replacement Uniform (PLF) Top 12' 6.00" 14' 2.63" 75 -40 Live
Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live
Point (LBS) Top 0' 4.63" 0 0 Snow
Point (LBS) Top 0' 4.63" 0 3 Live
Point (LBS) Top 0' 4.63" 143 41 Snow
Point (LBS) Top 1' 10.50" 26 0 Snow
Point (LBS) Top 1' 10.50" 0 83 Live
Point (LBS) Top 9' 3.25" 117 0 Snow
Point (LBS) Top 9' 3.25" 114 341 Live
Point (LBS) Top 9' 4.25" 40 81 Snow
1 2
14 2 10
14 2 10
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 4.193" 3118# -300#
2 14' 2.625" Wall SPF Plate (425psi) N/A 2.703" 2010# -414#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 526# 1635# 1483#
2 686# 884# 833#
Design spans
13' 5.625"
Product: 1-3/4x14 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 300lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 415lbs at bearing 2 and ensure that the structure can resist appropriately.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
23 of 30
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 10051.'# 16695.'# 60% 7.12' Total Load D+0.75(L+S)
Negative Moment 1199.'# 16695.'# 7% 7.79' Total Load D+0.75(L+S)
Shear 2641.# 5353.# 49% 0.4' Total Load D+S
TL Deflection 0.4008" 0.6734" L/403 7.12' Total Load D+0.75(L+S)
LL Deflection 0.2120" 0.4490" L/762 7.12' Total Load 0.75(L+S)
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
24 of 30
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: CalcG33 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: 14.2 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" 1' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 1.50" 27 7 Live
Replacement Uniform (PLF) Top 1' 9.00" 14' 1.38" 27 7 Live
Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 27 7 Live
Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live
Point (LBS) Top 0' 4.63" 0 0 Snow
Point (LBS) Top 0' 4.63" 0 1 Live
Point (LBS) Top 0' 4.63" 82 23 Snow
Point (LBS) Top 0' 4.63" 1 112 Live
Point (LBS) Top 0' 4.63" 212 0 Snow
Point (LBS) Top 1' 10.75" 654 162 Live
1 2
14 2 10
14 2 10
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" 1407# --
2 14' 2.625" Wall SPF Plate (425psi) N/A 1.500" 636# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 940# 294# 467#
2 432# 0# 204#
Design spans
13' 5.625"
Product: 1-3/4x14 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 2500.'# 29034.'# 8% 5.77' Total Load D+L
Shear 1175.# 9310.# 12% 0.4' Total Load D+L
TL Deflection 0.0522" 0.6734" L/999+ 7.12' Total Load D+L
LL Deflection 0.0365" 0.4490" L/999+ 7.12' Total Load L
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
25 of 30
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: CalcG34 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: 7.1 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" 1' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 1.38" 27 7 Live
Replacement Uniform (PLF) Top 1' 9.00" 9' 1.50" 27 7 Live
Replacement Uniform (PLF) Top 9' 1.50" 14' 2.63" 27 7 Live
Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" -53 -13 Live
Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 27 7 Live
Replacement Uniform (PLF) Top 14' 1.38" 14' 2.63" 40 13 Live
Point (LBS) Top 0' 4.63" 0 0 Snow
Point (LBS) Top 0' 4.63" 0 1 Live
Point (LBS) Top 0' 4.63" 27 8 Snow
Point (LBS) Top 0' 4.63" 6 85 Live
Point (LBS) Top 0' 4.63" 128 0 Snow
Point (LBS) Top 1' 10.75" 656 159 Live
1 2
14 2 10
14 2 10
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.775" 1320# --
2 14' 2.625" Wall SPF Plate (425psi) N/A 1.500" 588# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 947# 154# 373#
2 433# 0# 155#
Design spans
13' 5.625"
Product: 1-3/4x14 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.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2344.'# 14517.'# 16% 5.77' Total Load D+L
Shear 1134.# 4655.# 24% 0.4' Total Load D+L
TL Deflection 0.0979" 0.6734" L/999+ 7.12' Total Load D+L
LL Deflection 0.0732" 0.4490" L/999+ 7.12' Total Load L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
26 of 30
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: CalcG35 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: 44.0 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' 2.75" 486 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 3' 2.75" 452 354 Live
Replacement Uniform (PLF) Top 3' 2.75" 4' 8.75" 480 0 Snow
Replacement Uniform (PLF) Top 3' 2.75" 4' 8.75" 452 352 Live
Replacement Uniform (PLF) Top 4' 8.75" 12' 8.50" 615 0 Snow
Replacement Uniform (PLF) Top 4' 8.75" 12' 8.50" 450 381 Live
Replacement Uniform (PLF) Top 12' 8.50" 13' 3.50" 597 0 Snow
Replacement Uniform (PLF) Top 12' 8.50" 13' 3.50" 450 366 Live
Replacement Uniform (PLF) Top 13' 3.50" 23' 5.75" 597 0 Snow
Replacement Uniform (PLF) Top 13' 3.50" 23' 5.75" 295 366 Live
Replacement Uniform (PLF) Top 23' 5.75" 29' 5.50" 597 0 Snow
Replacement Uniform (PLF) Top 23' 5.75" 29' 5.50" 246 366 Live
Point (LBS) Top 4' 8.75" 239 571 Snow
Point (LBS) Top 4' 10.25" 57 115 Snow
Point (LBS) Top 5' 1.00" 35 10 Snow
Point (LBS) Top 12' 10.25" 340 0 Snow
Point (LBS) Top 12' 10.25" 1 515 Live
Point (LBS) Top 23' 6.75" 340 0 Snow
Point (LBS) Top 23' 6.75" 1 515 Live
1 2
29 5 8
29 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 N/A 17779# --
2 29' 5.500" Wall SPF Plate (425psi) N/A N/A 16763# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 5766# 8750# 6892#
2 4438# 9040# 6654#
Design spans
28' 8.250"
Product: W 21 x 44 (50ksi)PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Actual Width 6.500" Actual Depth 20.66" Web Thickness 0.350"
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 125.04'k# 224.40'k# 55% 14.73' Total Load D+0.75(L+S)
Shear 17.78k# 144.62k# 12% 0' Total Load D+0.75(L+S)
LL Deflection 0.4629" 0.9563" L/743 14.73' Total Load 0.75(L+S)
TL Deflection 0.7590" 1.4344" L/453 14.73' Total Load D+0.75(L+S)
Control: Positive Moment
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
27 of 30
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: CalcG40 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: 14.2 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' 5.50" 149 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 4' 5.50" 255 147 Live
Point (LBS) Top 4' 2.75" 35 11 Snow
Point (LBS) Top 4' 2.75" 0 93 Live
Point (LBS) Top 4' 2.75" 235 0 Snow
Point (LBS) Top 4' 4.00" 1545 0 Snow
Point (LBS) Top 4' 4.00" 841 1050 Live
1 2
10 5 8
10 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 2.285" 3399# --
2 10' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1720# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1325# 1564# 1232#
2 557# 857# 660#
Design spans
9' 9.250"
Product: 1-3/4x14 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 9770.'# 33390.'# 29% 4.33' Total Load D+0.75(L+S)
Shear 2858.# 10706.# 26% 0.4' Total Load D+0.75(L+S)
TL Deflection 0.0860" 0.4885" L/999+ 4.78' Total Load D+0.75(L+S)
LL Deflection 0.0542" 0.3257" L/999+ 4.78' Total Load 0.75(L+S)
Control: Positive Moment
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
28 of 30
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: CalcG41 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: 14.2 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 6' 0.00" 10' 5.50" 149 0 Snow
Replacement Uniform (PLF) Top 6' 0.00" 10' 5.50" 255 147 Live
Point (LBS) Top 6' 1.50" 1545 0 Snow
Point (LBS) Top 6' 1.50" 841 1050 Live
Point (LBS) Top 6' 2.75" 35 11 Snow
Point (LBS) Top 6' 2.75" 0 93 Live
Point (LBS) Top 6' 2.75" 235 0 Snow
1 2
10 5 8
10 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" 1720# --
2 10' 5.500" Wall SPF Plate (425psi) N/A 2.285" 3399# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 557# 857# 660#
2 1325# 1564# 1232#
Design spans
9' 9.250"
Product: 1-3/4x14 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 9770.'# 33390.'# 29% 6.12' Total Load D+0.75(L+S)
Shear 2858.# 10706.# 26% 9.1' Total Load D+0.75(L+S)
TL Deflection 0.0860" 0.4885" L/999+ 5.68' Total Load D+0.75(L+S)
LL Deflection 0.0542" 0.3257" L/999+ 5.68' Total Load 0.75(L+S)
Control: Positive Moment
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™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:27pm
29 of 30
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: CalcG44 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: 14.2 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" 1' 6.00" 251 84 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 0.00" 138 69 Live
Replacement Uniform (PLF) Top 1' 6.00" 7' 6.00" 251 84 Live
Replacement Uniform (PLF) Top 5' 0.00" 7' 6.00" 247 69 Live
Replacement Uniform (PLF) Top 7' 6.00" 8' 9.00" 217 66 Live
Replacement Uniform (PLF) Top 7' 6.00" 11' 9.75" 150 38 Live
Replacement Uniform (PLF) Top 8' 9.00" 11' 9.75" 215 67 Live
Point (LBS) Top 0' 4.63" 0 0 Live
Point (LBS) Top 0' 4.63" 0 6 Live
Point (LBS) Top 0' 4.63" 0 6 Live
Point (LBS) Top 0' 4.63" 33 0 Snow
Point (LBS) Top 0' 4.63" 9 1148 Live
Point (LBS) Top 0' 4.63" 2424 0 Snow
Point (LBS) Top 7' 4.25" 142 145 Live
Point (LBS) Top 11' 5.13" 11 1633 Live
Point (LBS) Top 11' 5.13" 3823 0 Snow
1 2
11 9 12
11 9 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 3.820" 5682# --
2 11' 9.750" Wall SPF Plate (425psi) N/A 4.769" 7094# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2320# 2457# 2099#
2 2317# 3823# 2489#
Design spans
11' 0.500"
Product: 1-3/4x14 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 9437.'# 29034.'# 32% 5.91' Total Load D+L
Shear 2603.# 9310.# 27% 0.4' Total Load D+L
TL Deflection 0.1278" 0.5521" L/999+ 5.91' Total Load D+L
LL Deflection 0.0918" 0.3681" L/999+ 5.91' Total Load L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives