CS Roof Girder CalcsCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
1 of 23
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: CalcG1 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: -3.50 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.0 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" 4' 0.00" 0 61 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 0 61 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 149 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 149 0 Snow
Replacement Uniform (PLF) Top 4' 0.00" 4' 2.75" 0 59 Live
Replacement Uniform (PLF) Top 4' 0.00" 4' 2.75" 0 63 Live
Replacement Uniform (PLF) Top 4' 0.00" 4' 2.75" 145 0 Snow
Replacement Uniform (PLF) Top 4' 0.00" 4' 2.75" 155 0 Snow
Replacement Uniform (PLF) Top 4' 2.75" 4' 8.63" 0 59 Live
Replacement Uniform (PLF) Top 4' 2.75" 4' 8.63" 0 61 Live
Replacement Uniform (PLF) Top 4' 2.75" 4' 8.63" 145 0 Snow
Replacement Uniform (PLF) Top 4' 2.75" 4' 8.63" 149 0 Snow
Replacement Uniform (PLF) Top 4' 8.63" 5' 8.63" 0 56 Live
Replacement Uniform (PLF) Top 4' 8.63" 5' 8.63" 0 56 Live
Replacement Uniform (PLF) Top 4' 8.63" 5' 8.63" 136 0 Snow
Replacement Uniform (PLF) Top 4' 8.63" 5' 8.63" 136 0 Snow
Replacement Uniform (PLF) Top 5' 8.63" 6' 8.63" 0 48 Live
Replacement Uniform (PLF) Top 5' 8.63" 6' 8.63" 0 48 Live
Replacement Uniform (PLF) Top 5' 8.63" 6' 8.63" 119 0 Snow
Replacement Uniform (PLF) Top 5' 8.63" 6' 8.63" 119 0 Snow
Replacement Uniform (PLF) Top 6' 8.63" 7' 8.63" 0 41 Live
Replacement Uniform (PLF) Top 6' 8.63" 7' 8.63" 0 41 Live
Replacement Uniform (PLF) Top 6' 8.63" 7' 8.63" 101 0 Snow
Replacement Uniform (PLF) Top 6' 8.63" 7' 8.63" 101 0 Snow
Replacement Uniform (PLF) Top 7' 8.63" 8' 8.63" 0 34 Live
Replacement Uniform (PLF) Top 7' 8.63" 8' 8.63" 0 34 Live
Replacement Uniform (PLF) Top 7' 8.63" 8' 8.63" 84 0 Snow
Replacement Uniform (PLF) Top 7' 8.63" 8' 8.63" 84 0 Snow
Replacement Uniform (PLF) Top 8' 8.63" 9' 8.63" 0 27 Live
Replacement Uniform (PLF) Top 8' 8.63" 9' 8.63" 0 27 Live
Replacement Uniform (PLF) Top 8' 8.63" 9' 8.63" 66 0 Snow
Replacement Uniform (PLF) Top 8' 8.63" 9' 8.63" 66 0 Snow
Replacement Uniform (PLF) Top 9' 8.63" 10' 8.63" 0 20 Live
Replacement Uniform (PLF) Top 9' 8.63" 10' 8.63" 0 20 Live
Replacement Uniform (PLF) Top 9' 8.63" 10' 8.63" 49 0 Snow
Replacement Uniform (PLF) Top 9' 8.63" 10' 8.63" 49 0 Snow
Replacement Uniform (PLF) Top 10' 8.63" 11' 8.63" 0 13 Live
Replacement Uniform (PLF) Top 10' 8.63" 11' 8.63" 0 13 Live
Replacement Uniform (PLF) Top 10' 8.63" 11' 8.63" 31 0 Snow
Replacement Uniform (PLF) Top 10' 8.63" 11' 8.63" 31 0 Snow
Replacement Uniform (PLF) Top 11' 8.63" 12' 2.63" 0 7 Live
Replacement Uniform (PLF) Top 11' 8.63" 12' 2.63" 0 7 Live
Replacement Uniform (PLF) Top 11' 8.63" 12' 2.63" 18 0 Snow
Replacement Uniform (PLF) Top 11' 8.63" 12' 2.63" 18 0 Snow
Replacement Uniform (PLF) Top 12' 2.63" 13' 0.00" 0 2 Live
Replacement Uniform (PLF) Top 12' 2.63" 13' 0.00" 0 2 Live
Replacement Uniform (PLF) Top 12' 2.63" 13' 0.00" 7 0 Snow
Replacement Uniform (PLF) Top 12' 2.63" 13' 0.00" 7 0 Snow
1 2 3
4 2 12 8 2 8 0 6 12
13 0 0
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
2 of 23
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.
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" 384# --
2 4' 2.750" Wall SPF Plate (425psi) N/A 3.672" 2731# --
3 12' 5.250" Wall SPF Plate (425psi) N/A 1.500" 508# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 268# 116#
2 5# 1880# 852#
3 1# 340# 168#
Design spans
4' 0.063" 8' 6.625" 0' 7.000" (right cant)
Product: 1-3/4x11-7/8 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 1170.'# 12233.'# 9% 8.71' Total Load D+S
Negative Moment 1701.'# 12233.'# 13% 4.23' Total Load D+S
Shear 1013.# 4541.# 22% 4.24' Total Load D+S
TL Deflection 0.0268" 0.5701" L/999+ 8.71' Total Load D+S
LL Deflection 0.0183" 0.4276" L/999+ 8.71' Total Load S
TL Defl., Rt. -0.0062" 0.2000" 2L/999+ 13' Total Load D+S
LL Defl., Rt. -0.0042" 0.2000" 2L/999+ 13' Total Load S
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 10 7-26-16
8:01am
3 of 23
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: CalcG2 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" 7' 2.75" 0 69 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 2.75" 170 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 15' 5.75" 0 69 Live
Replacement Uniform (PLF) Top 0' 0.00" 15' 5.75" 170 0 Snow
Replacement Uniform (PLF) Top 7' 2.75" 15' 5.75" 0 70 Live
Replacement Uniform (PLF) Top 7' 2.75" 15' 5.75" 171 0 Snow
1 2
15 5 12
15 5 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 2.432" 3618# --
2 15' 5.750" Wall SPF Plate (425psi) N/A 2.436" 3624# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 7# 2498# 1119#
2 7# 2502# 1122#
Design spans
14' 8.500"
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 13315.'# 33390.'# 39% 7.74' Total Load D+S
Shear 3048.# 10706.# 28% 14.36' Total Load D+S
TL Deflection 0.3239" 0.7354" L/544 7.74' Total Load D+S
LL Deflection 0.2236" 0.4903" L/789 7.74' Total Load S
Control: LL 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 10 7-26-16
8:01am
4 of 23
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: CalcG3 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: 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" 2' 3.00" 0 51 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 3.00" 174 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 9' 0.00" 0 45 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 0.00" 148 0 Snow
Replacement Uniform (PLF) Top 2' 3.00" 9' 0.00" 1 64 Live
Replacement Uniform (PLF) Top 2' 3.00" 9' 0.00" 212 0 Snow
1 2
9 0 0
9 0 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" 1972# --
2 9' 0.000" Wall SPF Plate (425psi) N/A 1.500" 2051# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4# 1485# 487#
2 4# 1545# 507#
Design spans
8' 7.750"
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 4407.'# 16051.'# 27% 4.5' Total Load D+S
Shear 1673.# 7265.# 23% 8.39' Total Load D+S
TL Deflection 0.1183" 0.4323" L/876 4.5' Total Load D+S
LL Deflection 0.0891" 0.2882" L/999+ 4.5' Total Load S
Control: LL 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 10 7-26-16
8:01am
5 of 23
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: CalcG4 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 2.47 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.0 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" 1' 1.25" 0 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 5 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 1 63 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 209 0 Snow
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.75" 0 5 Live
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.75" 13 0 Snow
Replacement Uniform (PLF) Top 1' 1.25" 2' 6.25" 0 3 Live
Replacement Uniform (PLF) Top 1' 1.25" 2' 6.25" 6 0 Snow
Replacement Uniform (PLF) Top 1' 9.75" 3' 2.69" 0 9 Live
Replacement Uniform (PLF) Top 1' 9.75" 3' 2.69" 22 0 Snow
Replacement Uniform (PLF) Top 2' 6.25" 3' 11.19" 0 8 Live
Replacement Uniform (PLF) Top 2' 6.25" 3' 11.19" 19 0 Snow
Replacement Uniform (PLF) Top 3' 2.69" 4' 7.69" 0 14 Live
Replacement Uniform (PLF) Top 3' 2.69" 4' 7.69" 34 0 Snow
Replacement Uniform (PLF) Top 3' 11.19" 5' 4.19" 0 13 Live
Replacement Uniform (PLF) Top 3' 11.19" 5' 4.19" 31 0 Snow
Replacement Uniform (PLF) Top 4' 7.69" 6' 0.63" 0 19 Live
Replacement Uniform (PLF) Top 4' 7.69" 6' 0.63" 47 0 Snow
Replacement Uniform (PLF) Top 5' 4.19" 6' 0.13" 0 16 Live
Replacement Uniform (PLF) Top 5' 4.19" 6' 0.13" 40 0 Snow
Replacement Uniform (PLF) Top 6' 0.13" 6' 4.00" 0 18 Live
Replacement Uniform (PLF) Top 6' 0.13" 6' 4.00" 44 0 Snow
Replacement Uniform (PLF) Top 6' 0.63" 7' 5.63" 0 24 Live
Replacement Uniform (PLF) Top 6' 0.63" 7' 5.63" 59 0 Snow
Replacement Uniform (PLF) Top 6' 4.00" 7' 9.00" 0 21 Live
Replacement Uniform (PLF) Top 6' 4.00" 7' 9.00" 52 0 Snow
Replacement Uniform (PLF) Top 7' 5.63" 8' 10.63" 0 29 Live
Replacement Uniform (PLF) Top 7' 5.63" 8' 10.63" 72 0 Snow
Replacement Uniform (PLF) Top 7' 9.00" 9' 1.94" 0 26 Live
Replacement Uniform (PLF) Top 7' 9.00" 9' 1.94" 64 0 Snow
Replacement Uniform (PLF) Top 8' 10.63" 10' 3.56" 0 34 Live
Replacement Uniform (PLF) Top 8' 10.63" 10' 3.56" 84 0 Snow
Replacement Uniform (PLF) Top 9' 1.94" 10' 6.94" 0 31 Live
Replacement Uniform (PLF) Top 9' 1.94" 10' 6.94" 77 0 Snow
Replacement Uniform (PLF) Top 10' 3.56" 11' 8.56" 0 39 Live
Replacement Uniform (PLF) Top 10' 3.56" 11' 8.56" 96 0 Snow
Replacement Uniform (PLF) Top 10' 6.94" 11' 8.56" 0 36 Live
Replacement Uniform (PLF) Top 10' 6.94" 11' 8.56" 88 0 Snow
Replacement Uniform (PLF) Top 11' 8.56" 12' 0.25" 0 38 Live
Replacement Uniform (PLF) Top 11' 8.56" 12' 0.25" 94 0 Snow
Replacement Uniform (PLF) Top 11' 8.56" 12' 6.44" 2 1 Live
Replacement Uniform (PLF) Top 12' 0.25" 12' 6.44" 0 40 Live
Replacement Uniform (PLF) Top 12' 0.25" 12' 6.44" 97 0 Snow
1 2
0 9 9 10 11 0 0 9 14
12 6 7 2 7 0
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
6 of 23
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.
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 9.562" Wall SPF Plate (425psi) N/A 1.500" 879# --
2 11' 8.562" Wall SPF Plate (425psi) N/A 1.500" 1104# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 612# 267#
2 3# 753# 351#
Design spans
0' 9.750" (left cant) 11' 1.750" 0' 5.375" (right cant)
Product: 1-3/4x11-7/8 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 2201.'# 12233.'# 17% 6.8' Total Load D+S
Negative Moment 91.'# 12233.'# 0% 0.8' Total Load D+S
Shear 762.# 4541.# 16% 11.17' Total Load D+S
TL Deflection 0.0983" 0.7431" L/999+ 6.34' Total Load D+S
LL Deflection 0.0663" 0.5573" L/999+ 6.34' Total Load S
TL Defl., Lt. -0.0211" 0.2000" 2L/924 0' Total Load D+S
LL Defl., Lt. -0.0142" 0.2000" 2L/999+ 0' Total Load S
TL Defl., Rt. -0.0134" 0.2000" 2L/801 12.54' Total Load D+S
LL Defl., Rt. -0.0091" 0.2000" 2L/999+ 12.54' Total Load 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 10 7-26-16
8:01am
7 of 23
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: CalcG5 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 2.47 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.0 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" 1' 1.25" 0 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 5 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 1 63 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 1.25" 209 0 Snow
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.19" 1 64 Live
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.19" 214 0 Snow
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.75" 0 5 Live
Replacement Uniform (PLF) Top 1' 1.25" 1' 9.75" 13 0 Snow
Replacement Uniform (PLF) Top 1' 9.19" 3' 2.19" 0 5 Live
Replacement Uniform (PLF) Top 1' 9.19" 3' 2.19" 12 0 Snow
Replacement Uniform (PLF) Top 1' 9.75" 3' 2.69" 0 9 Live
Replacement Uniform (PLF) Top 1' 9.75" 3' 2.69" 22 0 Snow
Replacement Uniform (PLF) Top 3' 2.19" 4' 7.13" 0 10 Live
Replacement Uniform (PLF) Top 3' 2.19" 4' 7.13" 24 0 Snow
Replacement Uniform (PLF) Top 3' 2.69" 4' 7.69" 0 14 Live
Replacement Uniform (PLF) Top 3' 2.69" 4' 7.69" 34 0 Snow
Replacement Uniform (PLF) Top 4' 7.13" 6' 0.13" 0 15 Live
Replacement Uniform (PLF) Top 4' 7.13" 6' 0.13" 37 0 Snow
Replacement Uniform (PLF) Top 4' 7.69" 6' 0.63" 0 19 Live
Replacement Uniform (PLF) Top 4' 7.69" 6' 0.63" 47 0 Snow
Replacement Uniform (PLF) Top 6' 0.13" 7' 5.13" 0 20 Live
Replacement Uniform (PLF) Top 6' 0.13" 7' 5.13" 49 0 Snow
Replacement Uniform (PLF) Top 6' 0.63" 7' 5.63" 0 24 Live
Replacement Uniform (PLF) Top 6' 0.63" 7' 5.63" 59 0 Snow
Replacement Uniform (PLF) Top 7' 5.13" 8' 10.06" 0 25 Live
Replacement Uniform (PLF) Top 7' 5.13" 8' 10.06" 61 0 Snow
Replacement Uniform (PLF) Top 7' 5.63" 8' 10.63" 0 29 Live
Replacement Uniform (PLF) Top 7' 5.63" 8' 10.63" 72 0 Snow
Replacement Uniform (PLF) Top 8' 10.06" 10' 3.06" 0 30 Live
Replacement Uniform (PLF) Top 8' 10.06" 10' 3.06" 74 0 Snow
Replacement Uniform (PLF) Top 8' 10.63" 10' 3.56" 0 34 Live
Replacement Uniform (PLF) Top 8' 10.63" 10' 3.56" 84 0 Snow
Replacement Uniform (PLF) Top 10' 3.06" 11' 8.00" 0 35 Live
Replacement Uniform (PLF) Top 10' 3.06" 11' 8.00" 86 0 Snow
Replacement Uniform (PLF) Top 10' 3.56" 11' 8.56" 0 39 Live
Replacement Uniform (PLF) Top 10' 3.56" 11' 8.56" 96 0 Snow
Replacement Uniform (PLF) Top 11' 8.00" 12' 0.25" 0 38 Live
Replacement Uniform (PLF) Top 11' 8.00" 12' 0.25" 94 0 Snow
Replacement Uniform (PLF) Top 11' 8.56" 12' 6.44" 0 43 Live
Replacement Uniform (PLF) Top 11' 8.56" 12' 6.44" 106 0 Snow
Replacement Uniform (PLF) Top 12' 0.25" 12' 6.44" 0 40 Live
Replacement Uniform (PLF) Top 12' 0.25" 12' 6.44" 97 0 Snow
1 2
0 9 9 11 8 14
12 6 7 2 7 0
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
8 of 23
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.
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 9.562" Wall SPF Plate (425psi) N/A 1.500" 1095# --
2 12' 6.438" Wall SPF Plate (425psi) N/A 1.527" 1135# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 774# 321#
2 2# 777# 358#
Design spans
0' 9.750" (left cant) 11' 7.125"
Product: 1-3/4x11-7/8 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 2536.'# 12233.'# 20% 7.41' Total Load D+S
Negative Moment 91.'# 12233.'# 0% 0.8' Total Load D+S
Shear 844.# 4541.# 18% 11.58' Total Load D+S
TL Deflection 0.1233" 0.7729" L/999+ 6.47' Total Load D+S
LL Deflection 0.0837" 0.5797" L/999+ 6.47' Total Load S
TL Defl., Lt. -0.0260" 0.2000" 2L/750 0' Total Load D+S
LL Defl., Lt. -0.0176" 0.2000" 2L/999+ 0' Total Load 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 10 7-26-16
8:01am
9 of 23
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: 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: 6.8 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" 2' 0.00" 0 27 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 75 0 Snow
Replacement Uniform (PLF) Top 2' 0.00" 4' 0.00" 0 47 Live
Replacement Uniform (PLF) Top 2' 0.00" 4' 0.00" 117 0 Snow
1 2 3
1 9 4 2 2 12
4 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 43# --
2 1' 9.250" Wall SPF Plate (425psi) N/A 1.500" 308# --
3 4' 0.000" Girder SPF Plate (425psi) N/A N/A 138# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 30# 13#
2 1# 212# 96#
3 0# 94# 44#
Design spans
1' 6.250" 1' 11.750"
Product: Spruce-Pine-Fir #2 2 x 12 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 56.'# 5306.'# 1% 2.96' Total Load D+S
Negative Moment 60.'# 5306.'# 1% 1.77' Total Load D+S
Shear 40.# 3493.# 1% 1.78' Total Load D+S
LL Deflection 0.0010" 0.0660" L/999+ 2.86' Total Load S
TL Deflection 0.0010" 0.0990" L/999+ 2.86' Total Load D+S
Control: Shear
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 10 7-26-16
8:01am
10 of 23
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: 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: 6.8 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" 2' 0.00" 0 48 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 118 0 Snow
Replacement Uniform (PLF) Top 2' 0.00" 4' 0.00" 5 2 Live
1 2 3
2 2 12 1 9 4
4 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 145# --
2 2' 2.750" Wall SPF Plate (425psi) N/A 1.500" 197# --
3 4' 0.000" Girder SPF Plate (425psi) N/A N/A -- -23#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 100# 46#
2 6# 128# 69#
3 3# -19# -3#
Design spans
1' 11.750" 1' 6.250"
Product: Spruce-Pine-Fir #2 2 x 12 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 61.'# 5306.'# 1% 1.04' Total Load D+S
Negative Moment 47.'# 5306.'# 0% 2.23' Total Load D+S
Shear 35.# 3493.# 0% 1.34' Total Load D+S
LL Deflection 0.0010" 0.0660" L/999+ 1.14' Total Load S
TL Deflection 0.0010" 0.0990" L/999+ 1.14' Total Load D+S
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 10 7-26-16
8:01am
11 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: 3.12 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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' 1.81" 27 8 Snow
Replacement Uniform (PLF) Top 0' 0.00" 1' 5.69" 22 7 Snow
Replacement Uniform (PLF) Top 1' 1.81" 2' 5.19" 0 2 Live
Replacement Uniform (PLF) Top 1' 1.81" 2' 5.19" 11 0 Snow
Replacement Uniform (PLF) Top 1' 5.69" 3' 0.88" 0 4 Live
Replacement Uniform (PLF) Top 1' 5.69" 3' 0.88" 18 0 Snow
Replacement Uniform (PLF) Top 2' 5.19" 3' 8.56" 0 6 Live
Replacement Uniform (PLF) Top 2' 5.19" 3' 8.56" 24 0 Snow
Replacement Uniform (PLF) Top 3' 0.88" 4' 8.06" 0 9 Live
Replacement Uniform (PLF) Top 3' 0.88" 4' 8.06" 32 0 Snow
Replacement Uniform (PLF) Top 3' 8.56" 4' 11.94" 0 10 Live
Replacement Uniform (PLF) Top 3' 8.56" 4' 11.94" 36 0 Snow
Replacement Uniform (PLF) Top 4' 8.06" 6' 3.31" 0 14 Live
Replacement Uniform (PLF) Top 4' 8.06" 6' 3.31" 47 0 Snow
Replacement Uniform (PLF) Top 4' 11.94" 6' 3.31" 0 14 Live
Replacement Uniform (PLF) Top 4' 11.94" 6' 3.31" 47 0 Snow
Replacement Uniform (PLF) Top 6' 3.31" 7' 6.69" 0 18 Live
Replacement Uniform (PLF) Top 6' 3.31" 7' 6.69" 59 0 Snow
Replacement Uniform (PLF) Top 6' 3.31" 7' 10.50" 0 18 Live
Replacement Uniform (PLF) Top 6' 3.31" 7' 10.50" 61 0 Snow
Replacement Uniform (PLF) Top 7' 6.69" 8' 10.00" 0 21 Live
Replacement Uniform (PLF) Top 7' 6.69" 8' 10.00" 70 0 Snow
Replacement Uniform (PLF) Top 7' 10.50" 9' 5.69" 0 22 Live
Replacement Uniform (PLF) Top 7' 10.50" 9' 5.69" 74 0 Snow
Replacement Uniform (PLF) Top 8' 10.00" 10' 1.38" 0 25 Live
Replacement Uniform (PLF) Top 8' 10.00" 10' 1.38" 81 0 Snow
Replacement Uniform (PLF) Top 9' 5.69" 11' 0.94" 0 27 Live
Replacement Uniform (PLF) Top 9' 5.69" 11' 0.94" 88 0 Snow
Replacement Uniform (PLF) Top 10' 1.38" 11' 4.75" 0 28 Live
Replacement Uniform (PLF) Top 10' 1.38" 11' 4.75" 92 0 Snow
Replacement Uniform (PLF) Top 11' 0.94" 12' 11.63" 0 31 Live
Replacement Uniform (PLF) Top 11' 0.94" 12' 11.63" 102 0 Snow
Replacement Uniform (PLF) Top 11' 4.75" 12' 11.63" 0 32 Live
Replacement Uniform (PLF) Top 11' 4.75" 12' 11.63" 103 0 Snow
1 2
12 11 10
12 11 10 3 4 7Bearings 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" 682# --
2 12' 11.625" Girder SPF Plate (425psi) N/A N/A 1221# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 491# 192#
2 3# 897# 324#
Design spans
12' 8.438"
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
12 of 23
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.
Product: Spruce-Pine-Fir #2 2 x 12 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 2941.'# 5306.'# 55% 7.55' Total Load D+S
Shear 931.# 3493.# 26% 12.06' Total Load D+S
LL Deflection 0.1221" 0.6350" L/999+ 6.53' Total Load S
TL Deflection 0.1676" 0.8467" L/909 6.53' Total Load D+S
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 10 7-26-16
8:01am
13 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -3.12 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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' 6.88" 0 32 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 6.88" 103 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 1' 10.69" 0 31 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 10.69" 102 0 Snow
Replacement Uniform (PLF) Top 1' 6.88" 2' 10.25" 0 28 Live
Replacement Uniform (PLF) Top 1' 6.88" 2' 10.25" 92 0 Snow
Replacement Uniform (PLF) Top 1' 10.69" 3' 5.94" 0 27 Live
Replacement Uniform (PLF) Top 1' 10.69" 3' 5.94" 88 0 Snow
Replacement Uniform (PLF) Top 2' 10.25" 4' 1.63" 0 25 Live
Replacement Uniform (PLF) Top 2' 10.25" 4' 1.63" 81 0 Snow
Replacement Uniform (PLF) Top 3' 5.94" 5' 1.13" 0 22 Live
Replacement Uniform (PLF) Top 3' 5.94" 5' 1.13" 74 0 Snow
Replacement Uniform (PLF) Top 4' 1.63" 5' 4.94" 0 21 Live
Replacement Uniform (PLF) Top 4' 1.63" 5' 4.94" 70 0 Snow
Replacement Uniform (PLF) Top 5' 1.13" 6' 8.31" 0 18 Live
Replacement Uniform (PLF) Top 5' 1.13" 6' 8.31" 61 0 Snow
Replacement Uniform (PLF) Top 5' 4.94" 6' 8.31" 0 18 Live
Replacement Uniform (PLF) Top 5' 4.94" 6' 8.31" 59 0 Snow
Replacement Uniform (PLF) Top 6' 8.31" 7' 11.69" 0 14 Live
Replacement Uniform (PLF) Top 6' 8.31" 7' 11.69" 47 0 Snow
Replacement Uniform (PLF) Top 6' 8.31" 8' 3.56" 0 14 Live
Replacement Uniform (PLF) Top 6' 8.31" 8' 3.56" 47 0 Snow
Replacement Uniform (PLF) Top 7' 11.69" 9' 3.06" 0 10 Live
Replacement Uniform (PLF) Top 7' 11.69" 9' 3.06" 36 0 Snow
Replacement Uniform (PLF) Top 8' 3.56" 9' 10.75" 0 9 Live
Replacement Uniform (PLF) Top 8' 3.56" 9' 10.75" 32 0 Snow
Replacement Uniform (PLF) Top 9' 3.06" 10' 6.44" 0 6 Live
Replacement Uniform (PLF) Top 9' 3.06" 10' 6.44" 24 0 Snow
Replacement Uniform (PLF) Top 9' 10.75" 11' 5.94" 0 4 Live
Replacement Uniform (PLF) Top 9' 10.75" 11' 5.94" 18 0 Snow
Replacement Uniform (PLF) Top 10' 6.44" 11' 9.81" 0 2 Live
Replacement Uniform (PLF) Top 10' 6.44" 11' 9.81" 11 0 Snow
Replacement Uniform (PLF) Top 11' 5.94" 12' 11.63" 22 7 Snow
Replacement Uniform (PLF) Top 11' 9.81" 12' 11.63" 27 8 Snow
1 2
12 11 10
12 11 10
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 1221# --
2 12' 11.625" Wall SPF Plate (425psi) N/A 1.500" 682# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 897# 324#
2 1# 491# 192#
Design spans
12' 8.438"
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
14 of 23
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.
Product: Spruce-Pine-Fir #2 2 x 12 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 2941.'# 5306.'# 55% 5.42' Total Load D+S
Shear 931.# 3493.# 26% 0.3' Total Load D+S
LL Deflection 0.1221" 0.6350" L/999+ 6.44' Total Load S
TL Deflection 0.1676" 0.8467" L/909 6.44' Total Load D+S
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 10 7-26-16
8:01am
15 of 23
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: 10.2 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" 11' 0.00" 1 135 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 336 0 Snow
1 2
11 0 0
11 0 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" 2460# --
2 11' 0.000" Wall SPF Plate (425psi) N/A 1.500" 2460# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 5# 1716# 744#
2 5# 1716# 744#
Design spans
10' 2.750"
Product: Spruce-Pine-Fir #2 2 x 12 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 6292.'# 9154.'# 68% 5.5' Total Load D+S
Shear 2009.# 5240.# 38% 10.1' Total Load D+S
LL Deflection 0.1106" 0.3410" L/999+ 5.5' Total Load S
TL Deflection 0.1585" 0.5115" L/774 5.5' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
16 of 23
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: 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: 21.3 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" 8' 1.00" 1 135 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 1.00" 336 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 9' 8.50" 0 15 Live
Replacement Uniform (PLF) Top 0' 0.00" 9' 8.50" 51 0 Snow
Replacement Uniform (PLF) Top 8' 1.00" 12' 11.25" 0 19 Live
Replacement Uniform (PLF) Top 8' 1.00" 12' 11.25" 91 0 Snow
Replacement Uniform (PLF) Top 9' 8.50" 15' 9.25" 0 9 Live
Replacement Uniform (PLF) Top 9' 8.50" 15' 9.25" 33 0 Snow
Replacement Uniform (PLF) Top 12' 11.25" 17' 8.50" 0 19 Live
Replacement Uniform (PLF) Top 12' 11.25" 17' 8.50" 90 0 Snow
Replacement Uniform (PLF) Top 15' 9.25" 19' 11.13" 0 28 Live
Replacement Uniform (PLF) Top 15' 9.25" 19' 11.13" 89 0 Snow
Replacement Uniform (PLF) Top 17' 8.50" 19' 11.13" 0 19 Live
Replacement Uniform (PLF) Top 17' 8.50" 19' 11.13" 90 0 Snow
1 2
19 11 2
19 11 2
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.827" 4076# --
2 19' 11.125" Wall SPF Plate (425psi) N/A 1.500" 2528# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 8# 2839# 1237#
2 5# 1796# 733#
Design spans
19' 2.125"
Product: 1-3/4x14 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 14865.'# 52088.'# 28% 8.06' Total Load D+S
Shear 3426.# 16060.# 21% 0.4' Total Load D+S
TL Deflection 0.4013" 0.9589" L/573 9.7' Total Load D+S
LL Deflection 0.2817" 0.6392" L/816 9.7' Total Load S
Control: LL 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 10 7-26-16
8:01am
17 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -5.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 3.4 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" 6' 5.50" 2 1 Snow
Replacement Uniform (PLF) Top 0' 0.00" 6' 5.50" 23 7 Snow
Point (LBS) Top 0' 4.63" 112 54 Snow
Point (LBS) Top 6' 5.50" 112 54 Snow
1 2
6 5 8 1 0 0
7 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" 278# --
2 6' 5.500" Wall SPF Plate (425psi) N/A 1.500" 282# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Snow Dead
1 189# 89#
2 189# 93#
Design spans
6' 6.938" 1' 1.000" (right cant)
Product: Spruce-Pine-Fir #2 2 x 12 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 170.'# 2653.'# 6% 3.42' Total Load D+S
Negative Moment 2.'# 2076.'# 0% 6.46' Total Load D
Shear 72.# 1747.# 4% 5.55' Total Load D+S
LL Deflection 0.0037" 0.3290" L/999+ 3.42' Total Load S
TL Deflection 0.0053" 0.4387" L/999+ 3.42' Total Load D+S
LL Defl., Rt. -0.0019" 0.2000" 2L/999+ 7.46' Total Load S
TL Defl., Rt. -0.0028" 0.2000" 2L/999+ 7.46' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
18 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: 5.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 3.4 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 1' 0.00" 7' 5.50" 2 1 Snow
Replacement Uniform (PLF) Top 1' 0.00" 7' 5.50" 23 7 Snow
Point (LBS) Top 1' 0.00" 112 54 Snow
Point (LBS) Top 7' 0.88" 112 54 Snow
1 2
1 0 0 6 5 8
7 5 8 3 1 5Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 0.000" Wall SPF Plate (425psi) N/A 1.500" 282# --
2 7' 5.500" Wall SPF Plate (425psi) N/A 1.500" 278# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Snow Dead
1 189# 93#
2 189# 89#
Design spans
1' 1.000" (left cant) 6' 6.938"
Product: Spruce-Pine-Fir #2 2 x 12 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 170.'# 2653.'# 6% 4.04' Total Load D+S
Negative Moment 2.'# 2076.'# 0% 1' Total Load D
Shear 72.# 1747.# 4% 1.01' Total Load D+S
LL Deflection 0.0037" 0.3290" L/999+ 4.04' Total Load S
TL Deflection 0.0053" 0.4387" L/999+ 4.04' Total Load D+S
LL Defl., Lt. -0.0019" 0.2000" 2L/999+ 0' Total Load S
TL Defl., Lt. -0.0028" 0.2000" 2L/999+ 0' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
19 of 23
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: CalcG16 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 12.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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" 0' 9.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 1' 0.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 9.00" 6' 9.00" 4 1 Snow
Replacement Uniform (PLF) Top 1' 0.00" 10' 6.00" 23 7 Snow
Replacement Uniform (PLF) Top 6' 9.00" 10' 6.00" 23 7 Snow
Point (LBS) Top 0' 8.13" -20 0 Snow
Point (LBS) Top 0' 8.13" 3 -0 Live
Point (LBS) Top 6' 10.50" 0 17 Live
Point (LBS) Top 6' 10.50" 41 0 Snow
1 2
10 6 0
10 6 0 10 6 0Bearings 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" 267# --
2 10' 6.000" Wall SPF Plate (425psi) N/A 1.500" 348# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 167# 114#
2 0# 215# 134#
Design spans
13' 9.438"
Product: Spruce-Pine-Fir #2 2 x 12 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 754.'# 5306.'# 14% 5.73' Total Load D+S
Shear 197.# 3493.# 5% 9.63' Total Load D+S
LL Deflection 0.0314" 0.6894" L/999+ 5.24' Total Load S
TL Deflection 0.0516" 0.9192" L/999+ 5.24' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
20 of 23
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: CalcG17 Member Type: Girder Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 12.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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" 6' 9.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 9' 11.75" 23 7 Snow
Replacement Uniform (PLF) Top 6' 9.00" 9' 11.75" 4 1 Snow
Point (LBS) Top 6' 7.50" 0 49 Live
Point (LBS) Top 6' 7.50" 97 0 Snow
1 2
9 11 12
9 11 12 9 11 12Bearings 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" 381# --
2 9' 11.750" Wall SPF Plate (425psi) N/A 1.500" 381# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 238# 144#
2 0# 235# 146#
Design spans
13' 0.250"
Product: Spruce-Pine-Fir #2 2 x 12 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 967.'# 5306.'# 18% 5.45' Total Load D+S
Shear 237.# 3493.# 6% 8.67' Total Load D+S
LL Deflection 0.0367" 0.6511" L/999+ 4.99' Total Load S
TL Deflection 0.0588" 0.8682" L/999+ 4.99' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
21 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -12.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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" 3' 2.75" 4 1 Snow
Replacement Uniform (PLF) Top 0' 0.00" 9' 11.75" 23 7 Snow
Replacement Uniform (PLF) Top 3' 2.75" 9' 11.75" 23 7 Snow
Point (LBS) Top 3' 3.63" 0 52 Live
Point (LBS) Top 3' 3.63" 100 0 Snow
1 2
9 11 12
9 11 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" 385# --
2 9' 11.750" Wall SPF Plate (425psi) N/A 1.500" 382# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 237# 148#
2 0# 238# 144#
Design spans
13' 0.250"
Product: Spruce-Pine-Fir #2 2 x 12 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 972.'# 5306.'# 18% 4.53' Total Load D+S
Shear 240.# 3493.# 6% 0.39' Total Load D+S
LL Deflection 0.0369" 0.6511" L/999+ 4.99' Total Load S
TL Deflection 0.0591" 0.8682" L/999+ 4.99' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
22 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: 5.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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" 8' 0.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 10' 5.50" 23 7 Snow
Replacement Uniform (PLF) Top 8' 0.00" 10' 5.50" 5 1 Snow
Replacement Uniform (PLF) Top 8' 0.00" 10' 5.50" 0 53 Live
Replacement Uniform (PLF) Top 8' 0.00" 10' 5.50" 174 0 Snow
Point (LBS) Top 0' 4.63" 0 0 Snow
Point (LBS) Top 8' 0.00" 3 367 Live
Point (LBS) Top 8' 0.00" 917 0 Snow
1 2
10 5 8
10 5 8 4 4 5Bearings 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" 653# --
2 10' 5.500" Wall SPF Plate (425psi) N/A 1.500" 1725# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 457# 196#
2 3# 1235# 490#
Design spans
10' 5.938"
Product: Spruce-Pine-Fir #2 2 x 12 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 2984.'# 5306.'# 56% 8' Total Load D+S
Shear 1354.# 3493.# 38% 9.59' Total Load D+S
LL Deflection 0.0728" 0.5248" L/999+ 5.71' Total Load S
TL Deflection 0.1029" 0.6997" L/999+ 5.71' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 10 7-26-16
8:01am
23 of 23
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -12.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 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" 2' 5.50" -23 -7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 2' 5.50" 5 1 Snow
Replacement Uniform (PLF) Top 0' 0.00" 2' 5.50" 0 53 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 5.50" 71 20 Snow
Replacement Uniform (PLF) Top 0' 0.00" 2' 5.50" 174 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 10' 5.50" 23 7 Snow
Replacement Uniform (PLF) Top 2' 5.50" 10' 5.50" 23 7 Snow
Point (LBS) Top 2' 5.50" 3 367 Live
Point (LBS) Top 2' 5.50" 917 0 Snow
Point (LBS) Top 10' 0.88" 0 0 Snow
Point (LBS) Top 10' 0.88" 0 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 1.536" 1959# -35#
2 10' 5.500" Wall SPF Plate (425psi) N/A 1.500" 703# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 1368# 591#
2 1# 473# 236#
Design spans
13' 8.375"
Product: Spruce-Pine-Fir #2 2 x 12 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 3210.'# 5306.'# 60% 2.46' Total Load D+S
Negative Moment 23.'# 5306.'# 0% 1.84' Total Load D+S
Shear 1123.# 3493.# 32% 0.39' Total Load D+S
LL Deflection 0.1302" 0.6850" L/999+ 4.74' Total Load S
TL Deflection 0.1883" 0.9133" L/872 4.74' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005