REVIEWED BLD2022-0156+Structural_Analysis+2.4.2022RECEIVED
2/7/2022
CITY OF EDMONDS
J ALBERT H. COHEN DESIGN COMPANY, P.S.
330 Dayton Street Suite 6 Edmonds, Washington 98020
425-776-7373
GRAVITY LOAD DESIGN ANALYSIS
FOR
Carter Residence
10406 - 2315' Street S.W.
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
I)X
ALBERT gHCO
I STATE OF WASHINGTON
PREPARED
10/26/2021
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
Albert H Cohen Design Company
330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373
BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69207
CARTER RESIDENCE NEW ADDITION BEAM ABOVE WINDOW
BEAM A Prepared by: AHC Date: 10/26/21
Selection 5-1/2x 10-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 3.2 in2 R2= 3.2 inz (1.5) DL Defl= 0.29 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
17.25 ft
Reaction 1 LL
1294 # Reaction 2 LL 1294 #
Beam Wt per ft
14.04 #
Reaction 1 TL
2088 # Reaction 2 TL 2088 #
Bm Wt Included
242 #
Maximum V
2088 #
Max Moment
9003 '#
Max V (Reduced)
1876 #
TL Max Defl
L / 240
TL Actual Defl
L / 345
LL Max Defl
L / 360
LL Actual Defl
L / 663
Section (in')
Shear (in`)
TL Defl (in)
LL Defl
101.06
57.75
0.60
0.31
39.14
9.23
0.86
0.58
OK
OK
OK
OK
39%
16%
70%
54%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2760
305
1.8
650
Cv Volume
1.000
Cd Duration
1.15
1.15
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 150 Uniform TL: 228 =A
Uniform Load A
0
R1 = 2088 R2 = 2088
SPAN = 17.25 FT
Uniform and partial uniform loads are Ibs per lineal ft.
Albert H Cohen Design Company
330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373
BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69207
CARTER RESIDENCE Supports for Beam A
Post A Prepared by: AHC Date: 10/26/21
Selection (2) 2x 6 Hem -Fir Stud Nailed Built -Up Wood Column
Conditions NDS 2018, Using values for 2x and 4x solid sawn, Dimension Lumber.
Laminate built-up nailed columns per NDS 15.3.3.1 or per local code.
Data
Load
2088 #
Column Area
16.5 in
Kf
1.00
Actual Height
7.75 ft
le d1 Effective Ht
0 in
c
0.80
Unbraced L1
0.0 ft
le d2 Effective Ht
93 in
KcE
0.30
Unbraced L2
7.75 ft
Ke Buckling Mode
1.0
FcE
1260
Attributes and Values Controlling d is 5.5 inches
le/d
psi
Area (in2)
Actual
17
127
16.5
Critical
50
724
2.88
Status
OK
OK
OK
Ratio
34%
17%
17%
Fc 11 (psi) E (psi x mil)
Reference Values
Adjusted Values
800 1.2
724 1.2
CIF Size Factor
1.00
Cd Duration
1.15
Cm Wet Use
1.00 1.00
Cp Stability
0.79
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 127 psi.
ATTENTION: This column is required to be laterally stabilzed on at least one face by securing full
height sheathing applied to a side Parallel to the build-up nails.
Albert H Cohen Design Company
330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373
BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69207
CARTER RESIDENCE HEADER AT NEW FIR DOOR
BEAM B Prepared by: AHC Date: 10/22/21
Selection (2) 2x 6 HF #2 Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 2.7 in R2= 2.7 in (1.5) DL Defl= 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
5.0 ft
Reaction 1 ILL
719 # Reaction 2 LL 719 #
Beam Wt per ft
4.01 #
Reaction 1 TL
1103 # Reaction 2 TL 1103 #
Bm Wt Included
20 #
Maximum V
1103 #
Max Moment
1378 '#
Max V (Reduced)
900 #
TL Max Defl
L / 240
TL Actual Defl
L / 446
ILL Max Defl
L / 360
ILL Actual Defl
L / 804
Section (in3)
Shear (in2)
TL Defl (in)
ILL Defl
15.13
16.50
0.13
0.07
13.01
7.83
0.25
0.17
OK
OK
OK
OK
86%
47%
54%
45%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc i (psi)
Reference Values
850
150
1.3
405
Adjusted Values
1271
173
1.3
405
CIF Size Factor
1.300
Cd Duration
1.15
1.15
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform ILL 288 Uniform TL: 437 = A
Uniform Load A
0 0
R1 = 1103 R2 = 1103
SPAN = 5 FT
Uniform and partial uniform loads are Ibs per lineal ft.