18C-042 1st floor Beam CalcsCS Structure™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
ContemporaryConservatoryRobert 6- 3-15
11:32am
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: CalcB2 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: 17.6 PLF
Filename: Q:\Contempor
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 3' 0.75" 528 132 Live
Replacement Uniform (PLF) Top 3' 0.75" 7' 4.00" 528 132 Live
Replacement Uniform (PLF) Top 7' 4.00" 9' 2.75" 528 132 Live
Replacement Uniform (PLF) Top 9' 2.75" 12' 11.50" 528 132 Live
1 2
12 11 8
12 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 4126# --
2 12' 11.500" Wall N/A N/A 1.500" 4126# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 3215# 911#
2 3215# 911#
Design spans
12' 2.250"
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 12572.# 33189.# 37% 6.48' Total Load D+L
Shear 3456.# 11845.# 29% 0.4' Total Load D+L
TL Deflection 0.2294" 0.6094" L/637 6.48' Total Load D+L
LL Deflection 0.1787" 0.4062" L/818 6.48' Total Load L
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™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
ContemporaryConservatoryRobert 6- 3-15
11:32am
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.
Member Data
Description: CalcB3 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: 8.4 PLF
Filename: Q:\Contempor
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 79 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 4' 6.00" 285 256 Live
Replacement Uniform (PLF) Top 4' 6.00" 6' 4.75" 79 0 Snow
Replacement Uniform (PLF) Top 4' 6.00" 6' 4.75" 249 297 Live
Replacement Uniform (PLF) Top 6' 4.75" 9' 10.75" 79 0 Snow
Replacement Uniform (PLF) Top 6' 4.75" 9' 10.75" 249 297 Live
Replacement Uniform (PLF) Top 9' 10.75" 14' 0.00" 79 0 Snow
Replacement Uniform (PLF) Top 9' 10.75" 14' 0.00" 286 256 Live
Point (LBS) Top 0' 4.63" 0 70 Live
Point (LBS) Top 13' 7.38" 0 70 Live
1 2 3
7 0 0 7 0 0
14 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 1543# --
2 7' 0.000" Wall N/A N/A 2.388" 4566# --
3 14' 0.000" Wall N/A N/A 1.500" 1549# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 813# 230# 731#
2 2177# 657# 2389#
3 811# 230# 738#
Design spans
6' 7.375" 6' 7.375"
Product: Spruce-Pine-Fir #2 2 x 10 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 1986.# 5919.# 33% 10.97' Even Spans D+L
Negative Moment 3016.# 5919.# 50% 7' Total Load D+L
Shear 1857.# 3746.# 49% 7.01' Total Load D+L
LL Deflection 0.0200" 0.2205" L/999+ 3.36' Odd Spans L
TL Deflection 0.0318" 0.3307" L/999+ 10.64' Even Spans D+L
Control: Negative 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