CS 1st floor Beam CalcsCS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
FerrariBishopGorman - Level 6 2- 6-17
1:16pm
1 of 5
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: 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/480 live, L/360 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" 10' 6.00" 359 90 Live
Point (LBS) Top 0' 4.63" 0 0 Snow
Point (LBS) Top 0' 4.63" 0 45 Live
Point (LBS) Top 0' 4.63" 0 69 Live
Point (LBS) Top 0' 4.63" 141 0 Snow
Point (LBS) Top 10' 1.38" 1 196 Live
Point (LBS) Top 10' 1.38" 408 0 Snow
1 2
10 6 0
10 6 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2345# --
2 10' 6.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2428# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1748# 141# 597#
2 1748# 408# 680#
Design spans
9' 8.750"
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 5426.'# 13958.'# 38% 5.25' Total Load D+L
Shear 1868.# 6317.# 29% 0.4' Total Load D+L
TL Deflection 0.1848" 0.3243" L/631 5.25' Total Load D+L
LL Deflection 0.1448" 0.2432" L/806 5.25' 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™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
FerrariBishopGorman - Level 6 2- 6-17
1:16pm
2 of 5
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: CalcB14 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/480 live, L/360 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" 1' 0.00" 698 173 Live
Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" -41 0 Snow
Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" 698 141 Live
Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" -41 0 Snow
Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" 698 141 Live
Replacement Uniform (PLF) Top 15' 0.00" 16' 0.00" 698 173 Live
Replacement Uniform (PLF) Top 16' 0.00" 30' 0.00" 877 219 Live
Point (LBS) Top 0' 4.63" 5047 0 Snow
Point (LBS) Top 0' 4.63" 4096 3362 Live
Point (LBS) Top 1' 1.75" -20 29 Snow
Point (LBS) Top 14' 10.25" -19 30 Snow
Point (LBS) Top 15' 9.25" 36 9 Live
Point (LBS) Top 15' 9.25" 67 157 Snow
Point (LBS) Top 15' 9.38" 5721 0 Snow
Point (LBS) Top 15' 9.38" 4452 5148 Live
Point (LBS) Top 29' 7.38" 31 42 Snow
1 2 3
16 0 0 14 0 0
30 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 4.316" 14727# --
2 16' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 8.138" 27772# --
3 30' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.923" 6563# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 8819# 4778# 4342#
2 18769# 5401# 9003#
3 5272# 80# 1291#
Design spans
15' 7.375" 13' 7.375"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Minimum 8.14" 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 18994.'# 45294.'# 41% 23.49' Even Spans D+L
Negative Moment 26097.'# 45294.'# 57% 16' Total Load D+L
Shear 8217.# 13965.# 58% 16.01' Total Load D+L
TL Deflection 0.2999" 0.5205" L/624 7.41' Odd Spans D+L
LL Deflection 0.2650" 0.3904" L/707 7.41' Odd Spans L
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
FerrariBishopGorman - Level 6 2- 6-17
1:16pm
3 of 5
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™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
FerrariBishopGorman - Level 6 2- 6-17
1:16pm
4 of 5
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: CalcB18 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/480 live, L/360 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.4 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" 3' 3.75" 862 216 Live
Replacement Uniform (PLF) Top 3' 3.75" 4' 3.75" 718 177 Live
Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 5 0 Snow
Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 719 181 Live
Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 5 0 Snow
Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 719 181 Live
Replacement Uniform (PLF) Top 18' 3.75" 19' 7.75" 718 177 Live
Point (LBS) Top 0' 7.13" 14104 4011 Live
Point (LBS) Top 0' 7.13" 0 42 Live
Point (LBS) Top 19' 0.63" 36 9 Live
Point (LBS) Top 19' 0.63" 36 9 Live
Point (LBS) Top 19' 0.63" 67 157 Snow
Point (LBS) Top 19' 0.63" 67 157 Snow
Point (LBS) Top 19' 0.63" 666 0 Snow
Point (LBS) Top 19' 0.63" 4639 2866 Live
Point (LBS) Top 19' 0.63" 34 0 Snow
Point (LBS) Top 19' 0.63" 18 90 Live
1 2 3
9 9 12 9 10 0
19 7 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 6.483" 22125# --
2 9' 9.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.120" 10648# --
3 19' 7.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.397" 11592# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 17322# 6# 4803#
2 8379# 51# 2270#
3 7634# 850# 3958#
Design spans
9' 2.625" 9' 2.875"
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 7294.'# 21774.'# 33% 4.32' Odd Spans D+L
Negative Moment 9886.'# 21774.'# 45% 9.81' Total Load D+L
Shear 4632.# 9476.# 48% 9.35' Total Load D+L
TL Deflection 0.1324" 0.3073" L/835 4.74' Odd Spans D+L
LL Deflection 0.1139" 0.2305" L/971 4.74' Odd Spans L
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
FerrariBishopGorman - Level 6 2- 6-17
1:16pm
5 of 5
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