Stamped Calcs 12-03-15 w labelsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:43am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB13 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 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' 1.50" 282 71 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 2.69" 271 68 Live
Replacement Uniform (PLF) Top 6' 1.50" 12' 2.69" 697 266 Live
Replacement Uniform (PLF) Top 12' 2.69" 12' 7.06" 504 194 Live
Replacement Uniform (PLF) Top 12' 7.06" 15' 7.50" 504 194 Live
Replacement Uniform (PLF) Top 15' 7.50" 15' 10.00" 27 7 Live
Replacement Uniform (PLF) Top 15' 7.50" 15' 10.00" 27 7 Live
Point (LBS) Top 0' 7.13" 349 0 Snow
Point (LBS) Top 0' 7.13" 2121 2006 Live
Point (LBS) Top 0' 7.13" -180 212 Snow
Point (LBS) Top 0' 7.13" 34 8 Live
Point (LBS) Top 0' 7.13" 63 147 Snow
Point (LBS) Top 0' 7.13" 622 351 Live
Point (LBS) Top 6' 1.50" 1202 441 Live
Point (LBS) Top 12' 0.94" 26 53 Live
Point (LBS) Top 12' 0.94" 226 548 Live
Point (LBS) Top 15' 7.50" 3785 1255 Live
1 2 3
7 3 8 8 4 0 0 2 8
15 10 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 5.061" 7529# --
2 7' 3.500" Wall SPF Plate (425psi) N/A 8.130" 12093# --
3 15' 7.500" Wall SPF Plate (425psi) N/A 5.762" 8572# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4589# 232# 2939#
2 8761# 0# 3332#
3 6217# 0# 2354#
Design spans
6' 8.375" 8' 4.000" 0' 2.500" (right cant)
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 8.13" bearing required at bearing # 2
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 8011.# 13958.# 57% 12.07' Even Spans D+L
Negative Moment 8659.# 13958.# 62% 7.29' Adjacent 1 D+L
Shear 5408.# 6317.# 85% 7.3' Adjacent 1 D+L
TL Deflection 0.1721" 0.4167" L/581 11.88' Even Spans D+L
LL Deflection 0.1218" 0.2778" L/821 11.46' Even Spans L
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:43am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Actual Allowable Capacity Location Loading
TL Defl., Rt. -0.0144" 0.2000" 2L/347 15.83' Even Spans D+L
LL Defl., Rt. -0.0100" 0.2000" 2L/498 15.83' Even Spans 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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:46am
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcG1 Member Type: Girder Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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' 2.00" 244 61 Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 9.50" 27 7 Live
Replacement Uniform (PLF) Top 3' 2.00" 11' 3.00" 314 79 Live
Replacement Uniform (PLF) Top 11' 3.00" 13' 9.50" 314 79 Live
Point (LBS) Top 0' 4.63" 210 341 Live
Point (LBS) Top 0' 4.63" 531 81 Snow
Point (LBS) Top 0' 4.63" 3440 0 Snow
Point (LBS) Top 0' 4.63" 1490 2440 Live
Point (LBS) Top 13' 5.88" 0 21 Live
Point (LBS) Top 13' 5.88" 145 79 Live
Point (LBS) Top 13' 5.88" 1675 630 Live
1 2
13 9 8
13 9 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.779" 9248# --
2 13' 9.500" Wall SPF Plate (425psi) N/A 1.908" 5388# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3760# 3971# 3450#
2 4033# 0# 1356#
Design spans
13' 1.250"
Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 9214.# 19210.# 47% 6.94' Total Load D+L
Shear 2429.# 7481.# 32% 12.83' Total Load D+L
TL Deflection 0.3419" 0.6552" L/459 6.94' Total Load D+L
LL Deflection 0.2664" 0.4368" L/590 6.94' Total Load L
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:39am
1 of 3
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcG1 Member Type: Girder Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 16.6 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" 3' 5.13" 2 185 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 5.13" 508 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.13" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.13" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.13" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.13" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.13" 0 81 Live
Replacement Uniform (PLF) Top 3' 5.13" 12' 5.13" 2 199 Live
Replacement Uniform (PLF) Top 3' 5.13" 12' 5.13" 554 0 Snow
Point (LBS) Top 3' 5.13" 0 93 Live
Point (LBS) Top 3' 5.13" 178 0 Snow
Point (LBS) Top 8' 5.13" 0 92 Live
Point (LBS) Top 8' 5.13" 177 0 Snow
Point (LBS) Top 12' 0.50" 92 125 Snow
Point (LBS) Top 12' 0.50" 47 13 Snow
1 2
12 5 2
12 5 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 2.338" 5216# -290#
2 12' 5.125" Wall SPF Plate (425psi) N/A 2.387" 5602# -152#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 450# 3296# 1921#
2 450# 3520# 2081#
Design spans
11' 8.125"
Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
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 15628.# 34462.# 45% 6.2' Total Load D+S
Negative Moment 849.# 29967.# 2% 6.2' Total Load D+L
Shear 4508.# 12905.# 34% 11.46' Total Load D+S
TL Deflection 0.3087" 0.5839" L/453 6.2' Total Load D+S
LL Deflection 0.1959" 0.3892" L/715 6.2' Total Load S
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:39am
2 of 3
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:39am
3 of 3
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcG5 Member Type: Girder Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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" 8' 9.13" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 9.13" 27 7 Live
Point (LBS) Top 7' 5.50" 15 2287 Live
Point (LBS) Top 7' 5.50" 5312 0 Snow
1 2
8 9 2
8 9 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 1.500" 984# --
2 8' 9.125" Wall SPF Plate (425psi) N/A 4.590" 6828# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 220# 609# 362#
2 231# 4703# 2125#
Design spans
8' 2.125"
Product: 1-3/4x11-1/4 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 6390.# 22091.# 28% 7.46' Total Load D+S
Shear 6805.# 8603.# 79% 7.47' Total Load D+S
TL Deflection 0.0651" 0.4089" L/999+ 4.72' Total Load D+S
LL Deflection 0.0435" 0.2726" L/999+ 4.72' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:42am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB20 Member Type: Beam 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: 13.8 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' 11.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 9.50" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 9.50" 27 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 2.50" 79 24 Snow
Replacement Uniform (PLF) Top 0' 0.00" 23' 9.50" 9 2 Live
Replacement Uniform (PLF) Top 3' 11.00" 4' 8.00" 27 7 Live
Replacement Uniform (PLF) Top 4' 8.00" 23' 9.50" 27 7 Live
Replacement Uniform (PLF) Top 5' 2.50" 21' 2.50" 79 24 Snow
Replacement Uniform (PLF) Top 19' 5.50" 23' 9.50" -53 -13 Live
Replacement Uniform (PLF) Top 19' 5.50" 23' 9.50" 27 13 Live
Replacement Uniform (PLF) Top 21' 2.50" 23' 9.50" 79 24 Snow
Point (LBS) Top 0' 0.63" 35 10 Snow
Point (LBS) Top 0' 4.25" 0 2 Live
Point (LBS) Top 0' 4.25" 1 114 Live
Point (LBS) Top 0' 4.25" 303 0 Snow
Point (LBS) Top 12' 1.50" 2 163 Live
Point (LBS) Top 12' 1.50" 840 0 Snow
Point (LBS) Top 13' 2.50" 938 0 Snow
Point (LBS) Top 13' 2.50" 1792 843 Live
Point (LBS) Top 23' 8.88" 1 115 Live
Point (LBS) Top 23' 8.88" 303 0 Snow
Point (LBS) Top 23' 8.88" 35 10 Snow
1 2 3 4
0 4 4 4 10 4 16 0 0 2 7 0
23 9 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 4.250" Wall SPF Plate (425psi) N/A 1.500" 372# -1187#
2 5' 2.500" Wall SPF Plate (425psi) N/A 3.344" 4975# --
3 21' 2.500" Wall SPF Plate (425psi) N/A 4.717" 7017# --
4 23' 9.500" Wall SPF Plate (425psi) N/A 1.500" 357# -3342#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -697# -544# -254#
2 1998# 2630# 1504#
3 3017# 3521# 2113#
4 -1655# -1571# -933#
Design spans
0' 3.625" (left cant) 4' 10.250" 16' 0.000" 2' 6.375"
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:42am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 3.34" bearing required at bearing # 2
Minimum 4.72" bearing required at bearing # 3
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 1187lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 3343lbs at bearing 4 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 9707.# 33390.# 29% 13.21' Odd Spans D+0.75(L+S)
Negative Moment 9630.# 33390.# 28% 21.21' Adjacent 3 D+0.75(L+S)
Shear 3821.# 10706.# 35% 21.22' Adjacent 3 D+0.75(L+S)
TL Deflection 0.1539" 0.8000" L/999+ 13.2' Odd Spans D+0.75(L+S)
LL Deflection 0.1093" 0.5333" L/999+ 13.2' Odd Spans 0.75(L+S)
TL Defl., Lt. 0.0021" 0.2000" 2L/999+ 0' Odd Spans D+0.75(L+S)
LL Defl., Lt. 0.0015" 0.2000" 2L/999+ 0' Odd Spans 0.75(L+S)
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:41am
1 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB8 Member Type: Beam 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: 17.6 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" 1' 4.50" 67 21 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 8.50" 0 81 Live
Replacement Uniform (PLF) Top 1' 4.50" 5' 4.50" 0 30 Live
Replacement Uniform (PLF) Top 1' 4.50" 6' 2.75" 105 0 Snow
Replacement Uniform (PLF) Top 5' 4.50" 12' 5.75" 0 43 Live
Replacement Uniform (PLF) Top 6' 2.75" 11' 5.75" 143 0 Snow
Replacement Uniform (PLF) Top 11' 5.75" 16' 5.75" 104 0 Snow
Replacement Uniform (PLF) Top 12' 5.75" 16' 5.75" 0 30 Live
Replacement Uniform (PLF) Top 16' 5.75" 17' 8.50" 67 20 Snow
Point (LBS) Top 0' 4.63" 1 129 Live
Point (LBS) Top 0' 4.63" 238 0 Snow
Point (LBS) Top 17' 3.88" 1 128 Live
Point (LBS) Top 17' 3.88" 235 0 Snow
1 2
17 8 8
17 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" 2442# --
2 17' 8.500" Wall SPF Plate (425psi) N/A 1.500" 2439# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 1188# 1254#
2 3# 1186# 1253#
Design spans
16' 11.250"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 9361.# 38167.# 24% 8.85' Total Load D+S
Shear 1892.# 13622.# 13% 0.4' Total Load D+S
TL Deflection 0.3266" 0.8469" L/622 8.85' Total Load D+S
LL Deflection 0.1543" 0.5646" L/999+ 8.85' 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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:41am
2 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB13 Member Type: Beam 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: 11.1 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' 2.00" 183 61 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 3.00" 40 13 Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 9.00" 27 7 Live
Replacement Uniform (PLF) Top 3' 2.00" 11' 3.00" 236 79 Live
Replacement Uniform (PLF) Top 11' 3.00" 13' 9.00" 268 79 Live
Point (LBS) Top 0' 4.63" 10 1853 Live
Point (LBS) Top 0' 4.63" 3440 0 Snow
Point (LBS) Top 0' 4.63" -23 -7 Snow
Point (LBS) Top 0' 4.63" -18 -5 Snow
Point (LBS) Top 0' 4.63" 0 81 Live
Point (LBS) Top 0' 4.63" 0 81 Live
Point (LBS) Top 0' 4.63" 2 191 Live
Point (LBS) Top 0' 4.63" 2 191 Live
Point (LBS) Top 0' 4.63" 531 0 Snow
Point (LBS) Top 0' 4.63" 531 0 Snow
1 2
13 9 0
13 9 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 5.278" 7850# --
2 13' 9.000" Wall SPF Plate (425psi) N/A 1.778" 2644# -225#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1868# 4460# 3061#
2 1956# 0# 688#
Design spans
13' 1.750"
Product: 1-3/4x11-1/4 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 8738.# 19210.# 45% 6.96' Total Load D+L
Negative Moment 1111.# 19210.# 5% 6.96' Total Load D+L
Shear 2278.# 7481.# 30% 12.87' Total Load D+L
TL Deflection 0.3263" 0.6573" L/483 6.96' Total Load D+L
LL Deflection 0.2397" 0.4382" L/658 6.96' Total Load L
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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:41am
3 of 4
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB15 Member Type: Beam 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: 14.0 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" 6' 9.50" 198 55 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 9.50" 245 65 Live
Replacement Uniform (PLF) Top 6' 9.50" 10' 11.00" 171 43 Live
Replacement Uniform (PLF) Top 6' 9.50" 22' 11.13" 218 55 Live
Replacement Uniform (PLF) Top 10' 11.00" 18' 2.75" 186 46 Live
Replacement Uniform (PLF) Top 18' 2.75" 22' 11.13" 155 37 Live
Replacement Uniform (PLF) Top 22' 11.13" 23' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 22' 11.13" 23' 0.00" 27 7 Live
Point (LBS) Top 6' 7.75" 173 456 Snow
Point (LBS) Top 6' 7.75" 13 2045 Live
Point (LBS) Top 6' 7.75" 4614 0 Snow
Point (LBS) Top 22' 7.38" 93 29 Snow
1 2 3
9 0 0 14 0 0
23 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" 2878# --
2 9' 0.000" Wall SPF Plate (425psi) N/A 5.017" 11194# --
3 23' 0.000" Wall SPF Plate (425psi) N/A 1.500" 2742# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1717# 990# 848#
2 5882# 3998# 3784#
3 2222# -107# 521#
Design spans
8' 7.375" 13' 7.375"
Product: 1-3/4x9-1/2 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 8882.# 25040.# 35% 6.65' Total Load D+S
Negative Moment 10697.# 21774.# 49% 9' Total Load D+L
Shear 7274.# 10898.# 66% 8.57' Total Load D+0.75(L+S)
TL Deflection 0.2847" 0.6807" L/573 16.49' Even Spans D+L
LL Deflection 0.2594" 0.4538" L/629 16.49' Even Spans L
Control: Shear
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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:47am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: 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: 11.7 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' 6.00" 1 78 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 6.00" 1 78 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 6.00" 209 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 6' 6.00" 209 0 Snow
Replacement Uniform (PLF) Top 6' 6.00" 6' 8.75" 1 63 Live
Replacement Uniform (PLF) Top 6' 6.00" 6' 8.75" 209 0 Snow
Replacement Uniform (PLF) Top 6' 6.00" 16' 6.00" 0 6 Live
Replacement Uniform (PLF) Top 6' 6.00" 16' 6.00" 16 0 Snow
Replacement Uniform (PLF) Top 6' 8.75" 23' 0.00" 1 63 Live
Replacement Uniform (PLF) Top 6' 8.75" 23' 0.00" 209 0 Snow
Replacement Uniform (PLF) Top 16' 6.00" 23' 0.00" 1 78 Live
Replacement Uniform (PLF) Top 16' 6.00" 23' 0.00" 209 0 Snow
Replacement Uniform (PLF) Top 23' 0.00" 29' 9.50" 0 34 Live
Replacement Uniform (PLF) Top 23' 0.00" 29' 9.50" 1 78 Live
Replacement Uniform (PLF) Top 23' 0.00" 29' 9.50" 96 0 Snow
Replacement Uniform (PLF) Top 23' 0.00" 29' 9.50" 209 0 Snow
Point (LBS) Top 6' 4.25" 2 424 Live
Point (LBS) Top 6' 4.25" 685 0 Snow
Point (LBS) Top 16' 7.75" 2 424 Live
Point (LBS) Top 16' 7.75" 685 0 Snow
1 2 3 4
6 6 0 16 6 0 6 9 8
29 9 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 366# --
2 6' 6.000" Wall SPF Plate (425psi) N/A 4.323" 7539# --
3 23' 0.000" Wall SPF Plate (425psi) N/A 5.129" 7630# --
4 29' 9.500" Wall SPF Plate (425psi) N/A 1.500" -- -199#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 261# 105#
2 15# 5293# 2246#
3 16# 5440# 2190#
4 0# -140# -59#
Design spans
6' 1.375" 16' 6.000" 6' 4.875"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
FerrariSteveMcDonough111015 -12- 2-15
7:47am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 8072.# 24466.# 32% 16.65' Total Load D+S
Negative Moment 10100.# 24466.# 41% 23' Total Load D+S
Shear 4111.# 9081.# 45% 22.17' Total Load D+S
TL Deflection 0.2780" 0.8250" L/712 15.57' Total Load D+S
LL Deflection 0.1968" 0.5500" L/999+ 15.57' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table