28 -021 First floor Beam CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
RossJdPurseglove091515 - Level 9-22-15
10:36am
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: CalcB1 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" 7' 3.88" 678 169 Live
Replacement Uniform (PLF) Top 7' 3.88" 15' 9.88" 678 169 Live
Replacement Uniform (PLF) Top 15' 9.88" 23' 1.75" 678 169 Live
Point (LBS) Top 0' 4.63" 0 219 Live
1 2 3
1 2 8 10 7 2 11 4 2
23 1 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 2.500" Wall SPF Plate (425psi) N/A 2.068" 4613# --
2 11' 9.625" Wall SPF Plate (425psi) N/A 5.198" 11598# --
3 23' 1.750" Wall SPF Plate (425psi) N/A 1.798" 4011# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 3735# 879#
2 9135# 2464#
3 3248# 764#
Design spans
0' 9.875" (left cant) 10' 7.125" 10' 11.500"
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 9307.# 21774.# 42% 18.38' Odd Spans D+L
Negative Moment 12500.# 21774.# 57% 11.8' Adjacent 2 D+L
Shear 5179.# 9476.# 54% 11.81' Adjacent 2 D+L
TL Deflection 0.2396" 0.5479" L/548 17.83' Odd Spans D+L
LL Deflection 0.2050" 0.3653" L/641 17.83' Odd Spans L
TL Defl., Lt. -0.0559" 0.2000" 2L/353 0' Even Spans D+L
LL Defl., Lt. -0.0480" 0.2000" 2L/411 0' Even Spans L
Control: Negative 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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
RossJdPurseglove091515 - Level 9-22-15
10:36am
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.
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/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 13.2 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" 12' 8.25" 220 55 Live
Point (LBS) Top 0' 4.63" 2 479 Live
Point (LBS) Top 0' 4.63" 994 0 Snow
Point (LBS) Top 6' 2.75" 5 675 Live
Point (LBS) Top 6' 2.75" 1706 0 Snow
1 2
10 8 12 1 11 8
12 8 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.713" 3275# --
2 10' 8.750" Wall SPF Plate (425psi) N/A 1.500" 2707# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1142# 1736# 1117#
2 1513# 964# 849#
Design spans
10' 4.125" 1' 6.875" (right cant)
Product: SYP (PT MCA) #1 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 7997.# 10461.# 76% 6.23' Odd Spans D+0.75(L+S)
Negative Moment 357.# 9097.# 3% 10.73' Total Load D+L
Shear 2122.# 6792.# 31% 10.21' Total Load D+0.75(L+S)
LL Deflection 0.1018" 0.3448" L/999+ 5.56' Odd Spans 0.75(L+S)
TL Deflection 0.1490" 0.5172" L/833 5.56' Odd Spans D+0.75(L+S)
LL Defl., Rt. -0.0491" 0.2000" 2L/768 12.69' Odd Spans 0.75(L+S)
TL Defl., Rt. -0.0714" 0.2000" 2L/528 12.69' Odd Spans D+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: 15 %
This member has been designed in accordance with NDS 2005
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
RossJdPurseglove091515 - Level 9-22-15
10:36am
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: CalcB6 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: 13.2 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" 12' 8.25" 220 55 Live
Point (LBS) Top 6' 5.50" 5 675 Live
Point (LBS) Top 6' 5.50" 1706 0 Snow
Point (LBS) Top 12' 3.63" 2 479 Live
Point (LBS) Top 12' 3.63" 994 0 Snow
1 2
1 11 8 10 8 12
12 8 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 11.500" Wall SPF Plate (425psi) N/A 1.500" 2707# --
2 12' 8.250" Wall SPF Plate (425psi) N/A 1.713" 3275# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1513# 964# 849#
2 1142# 1736# 1117#
Design spans
1' 6.875" (left cant) 10' 4.125"
Product: SYP (PT MCA) #1 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 7997.# 10461.# 76% 6.46' Even Spans D+0.75(L+S)
Negative Moment 357.# 9097.# 3% 1.96' Total Load D+L
Shear 2122.# 6792.# 31% 1.97' Total Load D+0.75(L+S)
LL Deflection 0.1018" 0.3448" L/999+ 7.13' Even Spans 0.75(L+S)
TL Deflection 0.1489" 0.5172" L/833 7.13' Even Spans D+0.75(L+S)
LL Defl., Lt. -0.0491" 0.2000" 2L/768 0' Even Spans 0.75(L+S)
TL Defl., Lt. -0.0714" 0.2000" 2L/528 0' Even Spans D+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: 15 %
This member has been designed in accordance with NDS 2005