REVIEWED BLD2022-0877+Structural_Calculations+7.5.2022_1.35.40_PM+2970137RECEIVED
BLD2022-0877
Jul 06 2022
CITY OF ED
DEVELOPMENT
DEPARTM
REVIEWED
BY
CITY OF EDMOND
BUILDING DEPARTMENT
MON
SERVICES
ENT
S= ALBERT H. COHEN DESIGN COMPANY, P.S.
330 Dayton Street Suite 6 Edmonds, Washington 98020
425-776-7373
GRAVITY LOAD DESIGN ANALYSIS
FOR
Jewell Residence
946 Maple Street
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
5496V REGISTERED
ARCHITECT
ALBERT H. COHEN
STATE OF WASHINGTON
PREPARED
4/ 11 /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
JEWELL RESIDENCE NEW KITCHEN BEAM
BEAM A Prepared by: AHC Date: 4/06/22
Selection (3` ) 2x 10 HF #2 Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 5.5 in R2= 5.5 in (1.5) DL Defl= 0.03 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
7.0 ft
Reaction 1 LL
1750 # Reaction 2 LL 1750 #
Beam Wt per ft
10.11 #
Reaction 1 TL
2223 # Reaction 2 TL 2223 #
Bm Wt Included
71 #
Maximum V
2223 #
Max Moment
3890'#
Max V (Reduced)
1733 #
TL Max Defl
L / 240
TL Actual Defl
L / 855
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (in 2)
TL Defl (in)
LL Defl
64.17
41.63
0.10
0.07
49.93
17.33
0.35
0.23
OK
OK
OK
OK
78%
42%
28%
30%
Fb(psi)
Fv si
E(psi x mil
Fc!(psi)
Reference Values
850
150
1.3
405
Adjusted Values
935
150
1.3
405
CF Size Factor
1.100
Cd Duration
1.00
1.00
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: 500 Uniform TL: 625 = A
Uniform Load A
0
R1 = 2223 R2 = 2223
SPAN =7FT
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 # 8080-69302
JEWELL RESIDENCE NEW ADD BEAM BASEMT CEILING
BEAM B Prepared by: AHC Date: 4/06/22
Selection (3) 2x 10 HF #2 Lu = 0.0 Ft
Conditions NDS 2018
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Min Bearing Area R1= 5.9 in' R2= 2.1 in' (1.5) DL Defl= 0.13 in
Beam Span
13.0 ft
Reaction 1 LL
1827 # Reaction 2 LL 615 #
Beam Wt per ft
10.11 #
Reaction 1 TL
2379 # Reaction 2 TL 840 #
Bm Wt Included
131 #
Maximum V
2379 #
Max Moment
4707 '#
Max V (Reduced)
2320 #
TL Max Defl
L / 240
TL Actual Defl
L / 383
LL Max Defl
L / 360
LL Actual Defl
L / 570
Section (in3)
Shear (in 2)
TL Defl (in)
LL Defl
64.17
41.63
0.41
0.27
60.40
23.20
0.65
0.43
OK
OK
OK
OK
94%
56%
63%
63%
Fb(psi)
Fv(psi)
E(psi x mil
Fc!(psi)
Reference Values
850
150
1.3
405
Adjusted Values
935
150
1.3
405
CIF Size Factor
1.100
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
CI Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Loads Uniform LL: 53 Uniform TL: 67 =A
Point LL Point TL Distance
1750 B = 2223 2.0
Uniform Load A
Pt loads:
R1 = 2379 R2 = 840
SPAN =13FT
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 # 8080-69302
JEWELL RESIDENCE NEW WINDOW HDRS
BEAM C Prepared by: AHC Date: 4/06/22
Selection (2) 2x 6 HF #2 Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 3.4 in R2= 3.4 in (1.5) DL Defl= 0.01 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
2.75 ft
Reaction 1 LL
891 # Reaction 2 LL 891 #
Beam Wt per ft
4.01 #
Reaction 1 TL
1361 # Reaction 2 TL 1361 #
Bm Wt Included
11 #
Maximum V
1361 #
Max Moment
936'#
Max V (Reduced)
908 #
TL Max Defl
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in3)
Shear (in 2)
TL Defl (in)
LL Defl
15.13
16.50
0.03
0.02
10.16
9.08
0.14
0.09
OK
OK
OK
OK
67%
55%
20%
17%
Fb(psi)
Fv(psi)
E si x mil
Fc!(psi)
Reference Values
850
150
1.3
405
Adjusted Values
1105
150
1.3
405
CF Size Factor
1.300
Cd Duration
1.00
1.00
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: 648 Uniform TL: 986 = A
Uniform Load A
R1 = 1361 R2 = 1361
SPAN = 2.75 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 # 8080-69302
JEWELL RESIDENCE NEW DOOR HDR
BEAM D Prepared by: AHC Date: 4/06/22
Selection (2) 2x 6 HF #2 Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 3.9 in' R2= 3.9 in (1.5) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
3.0 ft
Reaction 1 LL
1032 # Reaction 2 LL 1032 #
Beam Wt per ft
4.01 #
Reaction 1 TL
1560 # Reaction 2 TL 1560 #
Bm Wt Included
12 #
Maximum V
1560 #
Max Moment
1170 '#
Max V (Reduced)
1083 #
TL Max Defl
L / 240
TL Actual Defl
L / 880
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (in 2)
TL Defl (in)
LL Defl
15.13
16.50
0.04
0.02
12.71
10.83
0.15
0.10
OK
OK
OK
OK
84%
66%
27%
23%
Fb(psi)
Fv(psi)
E(psi x mil
Fc(psi)
Reference Values
850
150
1.3
405
Adjusted Values
1105
150
1.3
405
CF Size Factor
1.300
Cd Duration
1.00
1.00
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: 688 Uniform TL: 1036 = A
Uniform Load A
R1 = 1560 R2 = '1560
SPAN = 3 FT
Uniform and partial uniform loads are Ibs per lineal ft.