21 -004 CS 2nd floor Beam CalcsCS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
1 of 12
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: CalcB2 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: 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' 2.50" 0 64 Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 2.50" 156 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 8.25" 0 1 Live
Replacement Uniform (PLF) Top 2' 2.50" 17' 8.25" 1 85 Live
Replacement Uniform (PLF) Top 2' 2.50" 17' 8.25" 207 0 Snow
Point (LBS) Top 2' 4.00" 31 0 Snow
Point (LBS) Top 2' 4.00" 0 84 Live
Point (LBS) Top 17' 3.63" 35 10 Snow
1 2 3
8 8 8 8 11 12
17 8 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 893# --
2 8' 8.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.503" 3192# --
3 17' 8.250" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1019# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 581# 313#
2 6# 2189# 1003#
3 2# 711# 308#
Design spans
8' 3.875" 8' 7.125"
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 1576.'# 5306.'# 29% 13.86' Total Load D+S
Negative Moment 2709.'# 5306.'# 51% 8.71' Total Load D+S
Shear 1323.# 3493.# 37% 8.72' Total Load D+S
LL Deflection 0.0221" 0.2865" L/999+ 13.43' Total Load S
TL Deflection 0.0315" 0.4297" L/999+ 13.86' Total Load D+S
Control: Negative 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 8 7-29-16
1:28pm
2 of 12
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: CalcB3 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: 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" 19' 11.50" 79 24 Snow
Point (LBS) Top 0' 5.50" 0 1 Live
Point (LBS) Top 0' 5.50" 1 97 Live
Point (LBS) Top 0' 5.50" 238 0 Snow
Point (LBS) Top 9' 11.75" 7 1159 Live
Point (LBS) Top 9' 11.75" 2590 0 Snow
Point (LBS) Top 19' 6.88" 35 10 Snow
1 2 3 4
6 8 12 6 6 0 6 8 12
19 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 323# --
2 6' 8.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.310" 2945# --
3 13' 2.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.310" 2945# --
4 19' 11.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 32# -2#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 237# 86#
2 4# 2058# 887#
3 4# 2058# 887#
4 0# 35# -1#
Design spans
6' 4.125" 6' 6.000" 6' 4.125"
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 4376.'# 5306.'# 82% 9.98' Total Load D+S
Negative Moment 2299.'# 5306.'# 43% 6.73' Total Load D+S
Shear 2130.# 3493.# 60% 6.74' Total Load D+S
LL Deflection 0.0284" 0.2167" L/999+ 9.98' Total Load S
TL Deflection 0.0411" 0.3250" L/999+ 9.98' 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 8 7-29-16
1:28pm
3 of 12
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: CalcB4 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: 12.0 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' 3.50" 1 64 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 3.50" 212 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 12' 7.50" 0 1 Live
Replacement Uniform (PLF) Top 4' 3.50" 5' 3.50" 1 61 Live
Replacement Uniform (PLF) Top 4' 3.50" 5' 3.50" 200 0 Snow
Replacement Uniform (PLF) Top 5' 3.50" 6' 3.50" 0 53 Live
Replacement Uniform (PLF) Top 5' 3.50" 6' 3.50" 174 0 Snow
Replacement Uniform (PLF) Top 6' 3.50" 7' 3.50" 0 48 Live
Replacement Uniform (PLF) Top 6' 3.50" 7' 3.50" 156 0 Snow
Replacement Uniform (PLF) Top 7' 3.50" 8' 3.50" 0 42 Live
Replacement Uniform (PLF) Top 7' 3.50" 8' 3.50" 139 0 Snow
Replacement Uniform (PLF) Top 8' 3.50" 9' 3.50" 0 37 Live
Replacement Uniform (PLF) Top 8' 3.50" 9' 3.50" 121 0 Snow
Replacement Uniform (PLF) Top 9' 3.50" 10' 3.50" 0 31 Live
Replacement Uniform (PLF) Top 9' 3.50" 10' 3.50" 104 0 Snow
Replacement Uniform (PLF) Top 10' 3.50" 11' 3.50" 0 23 Live
Replacement Uniform (PLF) Top 10' 3.50" 11' 3.50" 77 0 Snow
Replacement Uniform (PLF) Top 11' 3.50" 12' 7.50" 70 21 Snow
Point (LBS) Top 12' 0.38" 1 230 Live
Point (LBS) Top 12' 0.38" 478 0 Snow
1 2
12 7 8
12 7 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1526# --
2 12' 7.500" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1796# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 1110# 416#
2 3# 1253# 544#
Design spans
11' 9.750"
Product: 1-3/4x11-7/8 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 4034.'# 24466.'# 16% 5.53' Total Load D+S
Shear 1239.# 9081.# 13% 0.23' Total Load D+S
TL Deflection 0.1025" 0.5906" L/999+ 6.12' Total Load D+S
LL Deflection 0.0740" 0.3937" L/999+ 6.12' Total Load S
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
4 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Control: 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 8 7-29-16
1:28pm
5 of 12
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: CalcB5 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: 18.1 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 18' 0.00" 0 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 70 21 Snow
Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 0 24 Live
Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 78 0 Snow
Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 0 32 Live
Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 104 0 Snow
Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 0 37 Live
Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 122 0 Snow
Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 0 42 Live
Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 139 0 Snow
Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 0 48 Live
Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 157 0 Snow
Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 0 53 Live
Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 175 0 Snow
Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 1 61 Live
Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 201 0 Snow
Replacement Uniform (PLF) Top 8' 4.00" 14' 10.00" 1 64 Live
Replacement Uniform (PLF) Top 8' 4.00" 14' 10.00" 212 0 Snow
Replacement Uniform (PLF) Top 14' 10.00" 18' 0.00" 1 53 Live
Replacement Uniform (PLF) Top 14' 10.00" 18' 0.00" 175 0 Snow
Point (LBS) Top 0' 7.13" 1 230 Live
Point (LBS) Top 0' 7.13" 478 0 Snow
1 2
18 0 0
18 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 2512# --
2 18' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 2243# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 5# 1737# 775#
2 5# 1595# 648#
Design spans
16' 9.750"
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 9292.'# 38167.'# 24% 9' Total Load D+S
Shear 1998.# 13622.# 14% 16.57' Total Load D+S
TL Deflection 0.3187" 0.8406" L/632 9' Total Load D+S
LL Deflection 0.2262" 0.5604" L/891 9' Total Load S
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
6 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Control: 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 8 7-29-16
1:28pm
7 of 12
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: CalcB22 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: 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" 7' 5.50" 1 85 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 5.50" 207 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 17' 8.25" 0 1 Live
Replacement Uniform (PLF) Top 7' 5.50" 15' 5.75" 0 70 Live
Replacement Uniform (PLF) Top 7' 5.50" 15' 5.75" 171 0 Snow
Replacement Uniform (PLF) Top 15' 5.75" 17' 8.25" 0 48 Live
Replacement Uniform (PLF) Top 15' 5.75" 17' 8.25" 118 0 Snow
Point (LBS) Top 0' 5.50" 91 27 Snow
Point (LBS) Top 7' 5.00" 3 432 Live
Point (LBS) Top 7' 5.00" 1118 0 Snow
Point (LBS) Top 7' 5.50" 0 1 Live
Point (LBS) Top 7' 5.50" 1 55 Live
Point (LBS) Top 7' 5.50" 181 0 Snow
Point (LBS) Top 15' 4.25" 31 0 Snow
Point (LBS) Top 15' 4.25" 0 84 Live
1 2 3 4
7 2 12 1 9 0 8 8 8
17 8 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 964# --
2 7' 2.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.313" 2949# --
3 8' 11.750" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 1745# --
4 17' 8.250" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 795# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 2# 675# 289#
2 6# 2131# 818#
3 3# 1155# 590#
4 1# 511# 284#
Design spans
6' 10.125" 1' 9.000" 8' 3.875"
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 1436.'# 5306.'# 27% 13.97' Total Load D+S
Negative Moment 1724.'# 5306.'# 32% 8.98' Total Load D+S
Shear 1020.# 3493.# 29% 8.99' Total Load D+S
LL Deflection 0.0196" 0.2774" L/999+ 13.56' Total Load S
TL Deflection 0.0298" 0.4161" L/999+ 13.56' Total Load D+S
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
8 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Control: Negative 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 8 7-29-16
1:28pm
9 of 12
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: CalcB37 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: 40.5 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" 142 70 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 251 84 Live
Replacement Uniform (PLF) Top 0' 9.00" 3' 9.00" 142 70 Live
Replacement Uniform (PLF) Top 3' 9.00" 6' 3.00" 278 70 Live
Replacement Uniform (PLF) Top 6' 3.00" 7' 6.00" 662 193 Live
Replacement Uniform (PLF) Top 7' 6.00" 10' 4.00" 624 185 Live
Replacement Uniform (PLF) Top 10' 4.00" 13' 6.00" 598 174 Live
Replacement Uniform (PLF) Top 13' 6.00" 14' 5.00" 640 184 Live
Replacement Uniform (PLF) Top 14' 5.00" 17' 3.00" 280 70 Live
Replacement Uniform (PLF) Top 14' 5.00" 18' 6.00" 240 67 Live
Replacement Uniform (PLF) Top 17' 3.00" 18' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 17' 3.00" 18' 6.00" 40 13 Live
Replacement Uniform (PLF) Top 17' 3.00" 19' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" -53 -13 Live
Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 18' 6.00" 19' 6.00" 40 13 Live
Point (LBS) Top 6' 11.63" 23 3157 Live
Point (LBS) Top 6' 11.63" 7852 0 Snow
Point (LBS) Top 7' 4.25" 89 119 Live
Point (LBS) Top 13' 7.75" 88 120 Live
Point (LBS) Top 17' 1.25" 890 0 Snow
Point (LBS) Top 17' 1.25" 380 743 Live
Point (LBS) Top 18' 7.75" -1641 0 Snow
Point (LBS) Top 18' 7.75" 417 -679 Live
1 2
19 6 0
19 6 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.265" 11891# --
2 19' 6.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.954" 10257# -1874#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 5109# 5170# 4188#
2 5517# 3572# 3664#
Design spans
19' 1.750"
Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 4 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 1874lbs at bearing 2 and ensure that the structure can resist appropriately.
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
10 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 68908.'# 136229.'# 50% 6.97' Total Load D+0.75(L+S)
Negative Moment 1276.'# 136229.'# 0% 18.65' Total Load D+S
Shear 11075.# 30590.# 36% 0.19' Total Load D+0.75(L+S)
TL Deflection 0.4465" 0.9573" L/514 9.75' Total Load D+0.75(L+S)
LL Deflection 0.2912" 0.6382" L/788 9.75' Total Load 0.75(L+S)
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
11 of 12
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: CalcB45 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: 12.0 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' 4.00" 63 19 Snow
Replacement Uniform (PLF) Top 0' 0.00" 25' 7.00" 0 1 Live
Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 0 23 Live
Replacement Uniform (PLF) Top 1' 4.00" 2' 4.00" 71 0 Snow
Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 0 28 Live
Replacement Uniform (PLF) Top 2' 4.00" 3' 4.00" 88 0 Snow
Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 0 32 Live
Replacement Uniform (PLF) Top 3' 4.00" 4' 4.00" 99 0 Snow
Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 0 35 Live
Replacement Uniform (PLF) Top 4' 4.00" 5' 4.00" 110 0 Snow
Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 0 38 Live
Replacement Uniform (PLF) Top 5' 4.00" 6' 4.00" 121 0 Snow
Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 0 42 Live
Replacement Uniform (PLF) Top 6' 4.00" 7' 4.00" 132 0 Snow
Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 0 45 Live
Replacement Uniform (PLF) Top 7' 4.00" 8' 4.00" 143 0 Snow
Replacement Uniform (PLF) Top 8' 4.00" 9' 4.00" 0 48 Live
Replacement Uniform (PLF) Top 8' 4.00" 9' 4.00" 154 0 Snow
Replacement Uniform (PLF) Top 9' 4.00" 10' 4.00" 0 53 Live
Replacement Uniform (PLF) Top 9' 4.00" 10' 4.00" 170 0 Snow
Replacement Uniform (PLF) Top 10' 4.00" 23' 7.00" 216 0 Snow
Replacement Uniform (PLF) Top 10' 4.00" 24' 1.00" 1 67 Live
Replacement Uniform (PLF) Top 23' 7.00" 25' 7.00" 239 0 Snow
Replacement Uniform (PLF) Top 24' 1.00" 25' 7.00" 0 96 Live
Replacement Uniform (PLF) Top 25' 7.00" 39' 7.00" 105 0 Snow
Replacement Uniform (PLF) Top 25' 7.00" 39' 7.00" 152 90 Live
Replacement Uniform (PLF) Top 39' 7.00" 41' 1.00" 0 96 Live
Replacement Uniform (PLF) Top 39' 7.00" 41' 7.00" 239 0 Snow
Replacement Uniform (PLF) Top 39' 7.00" 65' 2.00" 0 1 Live
Replacement Uniform (PLF) Top 41' 1.00" 54' 10.00" 1 67 Live
Replacement Uniform (PLF) Top 41' 7.00" 54' 10.00" 216 0 Snow
Replacement Uniform (PLF) Top 54' 10.00" 55' 10.00" 0 53 Live
Replacement Uniform (PLF) Top 54' 10.00" 55' 10.00" 170 0 Snow
Replacement Uniform (PLF) Top 55' 10.00" 56' 10.00" 0 48 Live
Replacement Uniform (PLF) Top 55' 10.00" 56' 10.00" 153 0 Snow
Replacement Uniform (PLF) Top 56' 10.00" 57' 10.00" 0 45 Live
Replacement Uniform (PLF) Top 56' 10.00" 57' 10.00" 142 0 Snow
Replacement Uniform (PLF) Top 57' 10.00" 58' 10.00" 0 42 Live
Replacement Uniform (PLF) Top 57' 10.00" 58' 10.00" 131 0 Snow
Replacement Uniform (PLF) Top 58' 10.00" 59' 10.00" 0 38 Live
Replacement Uniform (PLF) Top 58' 10.00" 59' 10.00" 120 0 Snow
Replacement Uniform (PLF) Top 59' 10.00" 60' 10.00" 0 35 Live
Replacement Uniform (PLF) Top 59' 10.00" 60' 10.00" 109 0 Snow
Replacement Uniform (PLF) Top 60' 10.00" 61' 10.00" 0 32 Live
Replacement Uniform (PLF) Top 60' 10.00" 61' 10.00" 98 0 Snow
Replacement Uniform (PLF) Top 61' 10.00" 62' 10.00" 0 28 Live
Replacement Uniform (PLF) Top 61' 10.00" 62' 10.00" 87 0 Snow
Replacement Uniform (PLF) Top 62' 10.00" 63' 10.00" 0 23 Live
Replacement Uniform (PLF) Top 62' 10.00" 63' 10.00" 71 0 Snow
Replacement Uniform (PLF) Top 63' 10.00" 65' 2.00" 63 19 Snow
Point (LBS) Top 0' 7.13" 0 1 Live
Point (LBS) Top 0' 7.13" 0 4 Live
Point (LBS) Top 0' 7.13" 9 3 Snow
Point (LBS) Top 0' 7.13" 15 0 Snow
Point (LBS) Top 0' 7.13" 54 16 Snow
Point (LBS) Top 10' 5.75" 1 158 Live
Point (LBS) Top 10' 5.75" 233 0 Snow
Point (LBS) Top 24' 2.50" 718 0 Snow
Point (LBS) Top 24' 2.50" 530 594 Live
Point (LBS) Top 25' 6.25" 0 57 Live
CS Structure™ 2016.5.1 [Build 2]
kmBeamEngine 2016.5.0.2
Materials Database 1555
KeiterScottKeiter - Level 8 7-29-16
1:28pm
12 of 12
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.
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Point (LBS) Top 25' 7.88" 0 55 Live
Point (LBS) Top 39' 6.13" 0 55 Live
Point (LBS) Top 39' 7.75" 0 57 Live
Point (LBS) Top 40' 11.50" 718 0 Snow
Point (LBS) Top 40' 11.50" 530 594 Live
Point (LBS) Top 54' 8.25" 1 154 Live
Point (LBS) Top 54' 8.25" 218 0 Snow
Point (LBS) Top 64' 6.88" 0 1 Live
Point (LBS) Top 64' 6.88" 0 4 Live
Point (LBS) Top 64' 6.88" 9 3 Snow
Point (LBS) Top 64' 6.88" 15 0 Snow
Point (LBS) Top 64' 6.88" 54 16 Snow
1 2 3 4 5 6
11 1 0 14 4 0 14 4 0 14 4 0 11 1 0
65 2 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 452# --
2 11' 1.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.563" 4103# --
3 25' 5.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.121" 5567# --
4 39' 9.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 2.123" 5573# --
5 54' 1.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.557" 4087# --
6 65' 2.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) N/A 1.500" 448# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 34# 295# 157#
2 -133# 2952# 1152#
3 1706# 2986# 2048#
4 1706# 2986# 2053#
5 -133# 2935# 1152#
6 34# 292# 156#
Design spans
10' 5.875" 14' 4.000" 14' 4.000" 14' 4.000" 10' 5.875"
Product: 1-3/4x11-7/8 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 3722.'# 24466.'# 15% 46.92' Total Load D+S
Negative Moment 5497.'# 24466.'# 22% 39.75' Total Load D+0.75(L+S)
Shear 3074.# 9081.# 33% 39.76' Total Load D+S
TL Deflection 0.1111" 0.7167" L/999+ 46.92' Total Load D+S
LL Deflection 0.0864" 0.4778" L/999+ 46.92' 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