CS loft I joists CalcCS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 10 10-17-17
4:06pm
1 of 2
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: CalcA4 Member Type: Joist Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PSF Deck Connection: Glued & Nailed
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 13' 8.50" 24' 0.00" 0 10 Live
Replacement Uniform (PSF) Top 0' 0.00" 13' 8.50" 20 10 Live
Point (PLF) Top 0' 4.63" 1 239 Live
Point (PLF) Top 0' 4.63" 525 0 Snow
Point (PLF) Top 23' 7.38" 1 159 Live
Point (PLF) Top 23' 7.38" 525 0 Snow
1 2 3
4 11 12 19 0 4
24 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" 946# --
2 4' 11.750" Wall SPF Plate (425psi) N/A 3.500" 656# --
3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1011# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -101#(-76plf) 700#(525plf) 246#(185plf)
2 373#(280plf) 0#(0plf) 283#(212plf)
3 30#(23plf) 700#(525plf) 311#(233plf)
Design spans
4' 7.125" 18' 7.625"
Product: 9-1/2" AJS 20 16.0" O.C.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.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 612.'# 3395.'# 18% 14.3' Even Spans D+L
Negative Moment 963.'# 3395.'# 28% 4.98' Total Load D+L
Shear 354.# 1160.# 30% 4.98' Total Load D+L
End Reaction 128.# 1175.# 10% 24' Even Spans D+L
Int. Reaction 656.# 2350.# 27% 4.98' Total Load D+L
TL Deflection 0.1235" 0.9318" L/999+ 15.23' Even Spans D+L
LL Deflection 0.0544" 0.6212" L/999+ 14.3' Even Spans L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 10 10-17-17
4:06pm
2 of 2
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: CalcA6 Member Type: Joist Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PSF Deck Connection: Glued & Nailed
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 10' 9.75" 24' 0.00" 0 10 Live
Replacement Uniform (PSF) Top 0' 0.00" 10' 9.75" 20 10 Live
Point (PLF) Top 0' 4.63" 1 239 Live
Point (PLF) Top 0' 4.63" 525 0 Snow
Point (PLF) Top 23' 7.38" 1 159 Live
Point (PLF) Top 23' 7.38" 525 0 Snow
1 2 3
10 9 12 13 2 4
24 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" 1066# --
2 10' 9.750" Wall SPF Plate (425psi) N/A 3.500" 363# --
3 24' 0.000" Wall SPF Plate (425psi) N/A 1.500" 979# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 125#(94plf) 700#(525plf) 366#(274plf)
2 167#(126plf) 0#(0plf) 195#(146plf)
3 -10#(-7plf) 700#(525plf) 279#(209plf)
Design spans
10' 5.125" 12' 9.625"
Product: 9-1/2" AJS 20 16.0" O.C.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.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 364.'# 3395.'# 10% 4.56' Total Load D+L
Negative Moment 395.'# 3395.'# 11% 10.81' Total Load D+L
Shear 246.# 1160.# 21% 10.8' Total Load D+L
End Reaction 171.# 1175.# 14% 0' Total Load D+L
Int. Reaction 363.# 2350.# 15% 10.81' Total Load D+L
TL Deflection 0.0266" 0.5214" L/999+ 5.08' Total Load D+L
LL Deflection 0.0227" 0.3476" L/999+ 5.6' Total Load L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table