REVIEWED BLD BLD2022-0048+Calculations+1.17.2022_9.45.59_AM+2623863ALBERT H. COHEN DESIGN COMPANY, P.S.
330 Dayton Street Suite 6 Edmonds, Washington 98020
425-776-7373
RECEIVED
Jan 17 2022 BLD2022-0048
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
GRAVITY LOAD DESIGN ANALYSIS
FOR
Wright Residence
18911 - 94" Ave West
Edmonds, WA 98020
DESIGN LOADS
Roof Live 25 PSF (SNOW), Dead 13 PSF, Total 38 PSF
Floor Live 40 PSF, Dead 10 PSF, Total 50 PSF
Sleeping Areas Live 30 PSF, Dead 10 PSF, Total 40 PSF
Deck and Balcony Live 60 PSF, Dead 10 PSF, Total 70 PSF
5496 REGISTERED
ARCHITECT
ALBERT H. COHEN
STATE OF WASHINGTON
PREPARED
1 / 16/2022
Albert H Cohen Design Company
330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373
BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302
Wright Resiidence Typical Deck Beam
Beam A Prepared by: AHC Date: 1/16/22
Selection PT 6x 12 HF #1 Lu = 0.0 Ft
Conditions NDS 2018, Wet Use, Incised
Min Bearing Area R1= 9.8 in R2= 9.8 in (2.0) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
10.5 ft
Reaction 1 LL
2205 # Reaction 2 LL 2205 #
Beam Wt per ft
15.37 #
Reaction 1 TL
2653 # Reaction 2 TL 2653 #
Bm Wt Included
161 #
Maximum V
2653 #
Max Moment
6965 '#
Max V (Reduced)
2169 #
TL Max Defl
L / 240
TL Actual Defl
L / 672
LL Max Defl
L / 360
LL Actual Defl
L / 946
Section (in')
Shear (in2)
TL Defl (in)
LL DO
121.23
63.25
0.19
0.13
99.49
29.05
0.53
0.35
OK
OK
OK
OK
82%
46%
36%
38%
Fb (psi)
Fv (psi)
E(psi x mil)
Fc (psi)
Reference Values
1050
140
1.3
405
Adjusted Values
840
112
1.2
271
CIF Size Factor
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet+Ci Incised
0.80
0.80
0.95
0.67
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 420 Uniform TL: 490 = A
Uniform Load A
0
R1 = 2653 R2 = 2653
SPAN =10.5FT
Uniform and partial uniform loads are Ibs per lineal ft.