pilgrim drive deck 002A
6 6 U h h U
Q (D G
13 0 0
Bearings and Reactions
Location Type
1 0' 0.000" Wall
2 6' 3.375" Wall
3 12' 6.750" Wall
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 131# 550#
2 437# 1570#
3 131# 550#
Design spans
6' 3.375" 6' 3.375"
51 Pilgrim Dr.
Min
5-8-12
e� =k'
Key Be
Northampton
Required
9:24am I
Spruce- Pine -Fir
3.500"
1.500"
of 1
KeyBeam® 4.507£
5.500"
1.575"
2008# --
kmBeamEngine 4.509x
3.500"
1.500"
681# --
Materials Database 1353
26%
6.28'
Total load D +L
Member Data
L/999+
2.83'
Odd Spans L
Description:
Member Type: Beam
Application: Floor
Odd Spans D +L
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load:
Moisture Condition: Dry
Building Code: IBC / IRC
Dead Load: 10 PLF
Deflection Criteria: L/360 live, L/240 total
Live Load: 40 PLF
Deck Connection: Nailed
Member Weight: 5.7 PLF
Filename: KYB1
Other Loads
Type
Trib. Dead
Other
(Description) Side
Begin End Width Start
End Start
End Category
Replacement Uniform (PSF) Top
0' 0.00" 13' 0.00" 5' 0.00" 10
40
Live
A
6 6 U h h U
Q (D G
13 0 0
Bearings and Reactions
Location Type
1 0' 0.000" Wall
2 6' 3.375" Wall
3 12' 6.750" Wall
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 131# 550#
2 437# 1570#
3 131# 550#
Design spans
6' 3.375" 6' 3.375"
Product: SP PT #1 2 x 8 2 ply
Component Member Design has Passed Design Checks. * * **
Connect members with 2 rows of 16d common nails at 12.0" oc
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
Allowable Stress Design
Input
Min
Gravity Gravity
Material
Length
Required
Reaction Uplift
Spruce- Pine -Fir
3.500"
1.500"
681# -
Spruce- Pine -Fir
5.500"
1.575"
2008# --
Spruce- Pine -Fir
3.500"
1.500"
681# --
Product: SP PT #1 2 x 8 2 ply
Component Member Design has Passed Design Checks. * * **
Connect members with 2 rows of 16d common nails at 12.0" oc
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
Allowable Stress Design
Capacity
Location
Actual
Positive Moment
903.'#
Negative Moment
1261.'#
Negative Unbrcd
1261.'#
Shear
849.#
Max. Reaction
2008.#
LL Deflection
0.0303"
TL Deflection
0.0353"
Control: Negative Unbrcd
DOLS: Live =100% Snow--115% Roof--125% Wind =160%
This member has been designed in accordance with NDS 2005
Allowable
Capacity
Location
Loading
3285.'#
27%
10.05'
Even Spans D +L
3285.'#
38%
6.28'
Total load D +L
3262.'#
38%
6.28'
Total load D +L
2538.#
33%
6.29'
Total load D +L
7491.#
26%
6.28'
Total load D +L
0.2094"
L/999+
2.83'
Odd Spans L
0.3141"
L/999+
2.83'
Odd Spans D +L
All product names are trademarks of their respective owners
Copyright (C)1987 -2071 by Keymark Enterprises, I.L.C. ALL RIGHTS RESERVED.
sing is defined as when the member, floorjoist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans Ilsted on this sheet.
esiqn must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's speciflcatio.