REVIEWED BLD BLD BLD2021-0592+Gravity_loads+4.26.2021_12.48.19_PM+2164087RECEIVED BLD2021-0592
Apr 30 2021
CITY OF EDMONDS _
ALBERT H. COHEN DESIGN COMPANY, P.S.
330 Dayton Street Suite 6 Edmonds, Washington 98020
425-776-7373
GRAVITY LOAD DESIGN ANALYSIS
FOR
O'Neill Residence
23725 - 107`h Place 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 ,
AL8ERT H. COHEN
STATE OF WASHINGTON
PREPARED
4/ 19/2021
az
AP ROVED
PLAN§ MUST BE
ON JOB SITE
ALL WO K SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
...........................I..............
REVI WED
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CITY OF EDMONDS €
BUILDING EPARTMENT
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Albert H Cohen Design Company
330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373
BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE 2nd FLOOR HEADER
BEAM A Prepared by: AHC Date: 12/24/20
Selection (2) 2x 6 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.5 in R2= 1.5 in2 (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
5.0 ft
Reaction 1 LL
594 # Reaction 2 LL 594 #
Beam Wt per ft
4.01 #
Reaction 1 TL
913 # Reaction 2 TL 913 #
Bm Wt Included
20 #
Maximum V
913 #
Max Moment
1141 '#
Max V (Reduced)
745 #
TL Max Defl
L / 240
TL Actual Defl
L / 663
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in3)
Shear (in 2)
TL Defl (in)
LL Uetl
15.13
16.50
0.09
0.05
10.17
5.40
0.25
0.17
OK
OK
OK
OK
67%
33%
36%
30%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc 1 (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1346
207
1.6
625
CF 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
CI Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 238 Uniform TL: 361 = A
Uniform Load A
0
R1 =913 R2=913
SPAN =5FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE 2nd FLOOR HEADER
BEAM B Prepared by: AHC Date: 12/24/20
Selection (2) 2x 6 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.8 in R2= 1.8 in (1.5) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
5.0 ft
Reaction 1 LL
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 / 549
LL Max Defl
L / 360
LL Actual Defl
L / 989
Section (in3)
Shear (in 2)
TL Defl (in)
LL Defl
15.13
16.50
0.11
0.06
12.29
6.52
0.25
0.17
OK
OK
OK
OK
81%
40%
44%
36%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1346
207
1.6
625
CF 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 LL: 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.
Albert H Cohen Design Company
330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373
BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence 2nd Floor Headers
BEAM C Prepared by: AHC Date: 1/12/21
Selection 3-1/2x 7-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 3.7 in R2= 5.9 in (1.5) DL Defl= 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
5.25 ft
Reaction 1 LL
1585 # Reaction 2 LL 2540 #
Beam Wt per ft
6.38 #
Reaction 1 TL
2394 # Reaction 2 TL 3828 #
Bm Wt Included
33 #
Maximum V
3828 #
Max Moment
6678'#
Max V (Reduced)
3824 #
TL Max Defl
L / 240
TL Actual Defl
L / 424
LL Max Defl
L / 360
LL Actual Defl
L / 746
Section (in')
Shear (in 2)
TL Defl (in)
LL Defl
32.81
26.25
0.15
0.08
29.03
18.82
0.26
0.18
OK
OK
OK
OK
88%
72%
57%
48%
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
Loads
Point LL Point TL Distance
550 B = 825 1.5
3575 C = 5363 3.5
Pt loads:
R1 = 2394 R2 = 3828
SPAN = 5.25 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE 2nd FLOOR HEADER
BEAM D Prepared by: AHC Date: 12/24/20
Selection (2) 2x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.8 in' R2= 2.8 in' (1.5) DL Defl= 0.07 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
8.0 ft
Reaction 1 LL
1150 # Reaction 2 LL 1150 #
Beam Wt per ft
6.74 #
Reaction 1 TL
1775 # Reaction 2 TL 1775 #
Bm Wt Included
54 #
Maximum V
1775 #
Max Moment
3550'#
Max V (Reduced)
1433 #
TL Max Defl
L / 240
TL Actual Defl
L / 633
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section in'
Shear (in 2)
TL Defl (in)
LL Defl
42.78
27.75
0.15
0.08
37.42
10.38
0.40
0.27
OK
OK
OK
OK
87%
37%
38%
31%
F-t) (psi)
ry si)
t (psi x mil)
rc! si)
Reference Values
900
180
1.6
625
Adjusted Values
1139
207
1.6
625
CF Size Factor
1.100
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: 288 Uniform TL: 437 = A
Uniform Load A
R1 = 1775 R2 = 1775
SPAN = 8 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE 2nd FLOOR HEADER
BEAM E Prepared by: AHC Date: 12/24/20
Selection (2) 2x 6 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.1 in R2= 2.1 in' (1.5) DL Defl= 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
5.0 ft
Reaction 1 LL
875 # Reaction 2 LL 875 #
Beam Wt per ft
4.01 #
Reaction 1 TL
1340 # Reaction 2 TL 1340 #
Bm Wt Included
20 #
Maximum V
1340 #
Max Moment
1675'#
Max V (Reduced)
1094 #
TL Max Defl
L / 240
TL Actual Defl
L / 452
LL Max Defl
L / 360
LL Actual Defl
L / 813
Section (in')
Shear (in2)
TL Defl (in)
LL Detl
15.13
16.50
0.13
0.07
14.94
7.93
0.25
0.17
OK
OK
OK
OK
99%
48%
53%
44%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1346
207
1.6
625
CF 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 LL: 350 Uniform TL: 532 =A
Uniform Load A
0 0
R1 = 1340 R2 = 1340
SPAN = 5 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE 2nd FLOOR HEADER
BEAM F Prepared by: AHC Date: 12/24/20
Selection (2) 2x 6 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.7 in' R2= 1.7 in (1.5) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
4.0 ft
Reaction 1 LL
700 # Reaction 2 LL 700 #
Beam Wt per ft
4.01 #
Reaction 1 TL
1072 # Reaction 2 TL 1072 #
Bm Wt Included
16 #
Maximum V
1072 #
Max Moment
1072 '#
Max V (Reduced)
826 #
TL Max Defl
L / 240
TL Actual Defl
L / 883
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (in2)TL
Defl (in)
LL Detl
15.13
16.50
0.05
0.03
9.56
5.99
0.20
0.13
OK
OK
OK
OK
63%
36%
27%
23%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1346
207
1.6
625
CF 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 LL: 350 Uniform TL: 532 = A
Uniform Load A
0
R1 = 1072 R2 = 1072
SPAN = 4 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE KITCHEN CEILING BEAM
BEAM 1�- Prepared by: AHC Date: 12/30/20
Selection 3-1/2x 16-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 10.0 in2R2= 10.8 inz (1.5) DL Defl= 0.24 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
15.0 ft
Reaction 1 LL
4222 # Reaction 2 LL 4535 #
Beam Wt per ft
14.04 #
Reaction 1 TL
6529 # Reaction 2 TL 6998 #
Bm Wt Included
211 #
Maximum V
6998 #
Max Moment
26379'#
Max V (Reduced)
5887 #
TL Max Defl
L / 240
TL Actual Defl
L / 330
LL Max Defl
L / 360
LL Actual Defl
L / 599
Section (in')
Shear (ins)
TL Defl (in)
LL Defl
158.81
57.75
0.54
0.30
131.90
33.32
0.75
0.50
OK
OK
OK
OK
83%
58%
73%
60%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2400
265
1.8
650
Cv Volume
1.000
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
Loads Uniform LL: 290 Uniform TL: 443 = A
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
938 B = 1406 10.0 231 H = 352 0 15.0
H
Uniform Load A
Pt loads:
0 0
R 1 = 6529 R2 = 6998
SPAN =15FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESDENCE DINING CEILING BEAM
BEAM Prepared by: AHC Date: 12/30/20
Selection 3-1/2x 16-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 7.4 in2 R2= 7.4 in2 (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
9.0 ft
Reaction 1 LL
3133 # Reaction 2 LL 3133 #
Beam Wt per ft
14.04 #
Reaction 1 TL
4833 # Reaction 2 TL 4833 #
Bm Wt Included
126 #
Maximum V
4833 #
Max Moment
10875'#
Max V (Reduced)
3356 #
TL Max Defl
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LLActual Defl
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Detl
158.81
57.75
0.08
0.04
54.37
19.00
0.45
0.30
OK
OK
OK
OK
34%
33%
18%
15%
Fb (psi)
Fv(psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2400
265
1.8
650
Cv Volume
1.000
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
Loads Uniform LL: 290 Uniform TL: 443 = A
Par Unif LL Par Unif TL Start End
231 H = 352 0 9.0
175 1 = 266 0 9.0
I
H
Uniform Load A
0
R1 = 4833 R2 = 4833
SPAN =9FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE LIVING ROOM BEAM
BEAM Prepared by: AHC Date: 12/30/20
Selection 5-1/2x 16-1/2 1.8E RIB Rosboro X-Beam GLIB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 15.7 in2R2= 15.7 in (1.5) DL Defl= 0.34 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
17.0 ft
Reaction 1 LL
6615 # Reaction 2 LL 6570 #
Beam Wt per ft
22.06 #
Reaction 1 TL
10200 # Reaction 2 TL 10225 #
Bm Wt Included
375 #
Maximum V
10225 #
Max Moment
45708 '#
Max V (Reduced)
8804 #
TL Max Defl
L / 240
TL Actual Defl
L / 264
LL Max Defl
L / 360
LL Actual Defl
L / 475
Section (in')
Shear (in 2)
TL Defl (in)
LL Defl
249.56
90.75
0.77
0.43
232.64
49.83
0.85
0.57
OK
OK
OK
OK
93%
55%
91%
76%
Fb (psi)
Fv(psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2358
265
1.8
650
Cv Volume
0.982
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: 200 Uniform TL: 384 = A
Point LL Point TL Distance Par Unif LL Par Unif TL
Start
End
544 B = 760 11.5 231 H = 352
0
6.0
281 1 = 428
6.0
17.0
290 J = 363
0
6.0
370 K = 463
6.0
12.0
160 L = 200
12.0
17.0
L
K
J
I
H
Uniform Load A
Pt loads:
0 0
R 1 = 10200 R2 = 10225
SPAN =17FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence 2nd Floor beam near stairs
BEAM J Prepared by: AHC Date: 1/12/21
Selection (2) 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.2 in2 R2= 1.4 in2 (1.5) DL Defl= 0.15 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
18.5 ft
Reaction 1 LL
658 # Reaction 2 LL 747 #
Beam Wt per ft
10.68 #
Reaction 1 TL
927 # Reaction 2 TL 1041 #
Bm Wt Included
198 #
Maximum V
1041 #
Max Moment
6384'#
Max V (Reduced)
981 #
TL Max Defl
L / 240
TL Actual Defl
L / 522
LL Max Defl
L / 360
LL Actual Defl
L / 815
Section (in')
Shear (in2)
TL Defl (in)
LL Defl
82.26
41.56
0.43
0.27
29.42
5.17
0.93
0.62
OK
OK
OK
OK
36%
12%
46%
44%
Fb (psi)
Fv (psi)
E(psi x mil)
Fc! (psi)
Reference Values
2600
285
1.9
750
Adjusted Values
2604
285
1.9
750
CF Size Factor
1.001
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
Loads Uniform LL: 40 Uniform TL: 50 = A
Point LL Point TL Distance
665 B = 846 10.5
Uniform Load A
Pt loads:
0
R1 = 927 R2 = 1041
SPAN =18.5FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence 2nd Floor beam near stairs
BEAM K Prepared by: AHC Date: 1/12/21
Selection 2x 12 HF #1 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.1 in R2= 2.7 in (1.5) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
7.0 ft
Reaction 1 LL
665 # Reaction 2 LL 875 #
Beam Wt per ft
4.1 #
Reaction 1 TL
846 # Reaction 2 TL 1108 #
Bm Wt Included
29 #
Maximum V
1108 #
Max Moment
1734'#
Max V (Reduced)
776 #
TL Max Defl
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (in2)TL
Defl (in)
LL Defl
31.64
16.88
0.06
0.05
21.34
7.76
0.35
0.23
OK
OK
OK
OK
67%
46%
18%
19%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc L (psi)
Reference Values
975
150
1.5
405
Adjusted Values
975
150
1.5
405
CF Size Factor
1.000
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
Loads Uniform LL: 160 Uniform TL: 200 = A
Par Unif LL Par Unif TL Start End
120 H = 150 3.5 7.0
H
Uniform Load A
0
R1 = 846 R2 = 1108
SPAN = 7 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence 2nd Floor above entry door
BEAM L Prepared by: AHC Date: 1/12/21
Selection 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Lu @OH = 0.0 Ft
Conditions NDS 2015, Overhang
Min Bearing Area R1= 2.7 in R2= 4.3 in' (1.5) DL Defl= <0.01 in.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
5.0 ft
Reaction 1 LL
1491 #
Reaction 2 LL
2315 #
Beam Wt per ft
5.34 #
Reaction 1 TL
2020 #
Reaction 2 TL
3221 #
Bm Wt Included
36 #
Maximum V
2332 #
Overhang Length
1.75 ft
Max Moment
2346'#
Max V (Reduced)
1470 #
Total Beam Length
6.75 ft
TL Max Defl
L / 240
TL Actual Defl
L / >1000
OH TL Actual Defl
L / < -1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
OH LL Actual Defl
L / < -1000
Section (in')
Shear (inz)
TL Defl (in)
LL Detl
OH TL Defl
OH LL Defl
41.13
20.78
0.03
0.02
-0.03
-0.02
10.81
7.74
0.25
0.17
0.18
0.12
OK
OK
OK
OK
OK
OK
26%
37%
10%
10%
15%
15%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2600
285
1.9
750
Adjusted Values
2604
285
1.9
750
CF Size Factor
1.001
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
Cl Stability @ OH
1.0000
Rb = 0.00
Le = 0.00 Ft
Loads Uniform LL: 370 Uniform TL: 462 =A Uniform Ld on Backs an
Par Unif LL Par Unif TL Start End
269 H = 403 0 5.0
269 K = 403 (OH) 0 1.75
80 L = 100 (OH) 0 1.75
R1 = 2020 R2 = 3221
BACKSPAN = 5 FT OH = 1.75 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
Albert H Cohen Design Company
330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373
BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
ONEILL RESIDENCE GARAGE CEILING BEAM
BEAM M Prepared by: AHC Date: 12/30/20
Selection 5-1/2x 19-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 9.2 in R2= 10.0 in (1.5) DL Defl= 0.19 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
20.0 ft
Reaction 1 LL
3840 # Reaction 2 LL 4360 #
Beam Wt per ft
26.07 #
Reaction 1 TL
5961 # Reaction 2 TL 6481 #
Bm Wt Included
521 #
Maximum V
6481 #
Max Moment
30520'#
Max V (Reduced)
5435 #
TL Max Defl
L / 240
TL Actual Defl
L / 556
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (in2)
TL Defl (in)
LL Defl
348.56
107.25
0.43
0.24
160.54
30.76
1.00
0.67
OK
OK
OK
OK
46%
29%
43%
36%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc i (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2281
265
1.8
650
Cv Volume
0.951
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
Loads Uniform LL: 320 Uniform TL: 400 = A
Par Unif LL Par Unif TL Start End
H = 80 0 20.0
50 1 = 76 0 20.0
160 J = 160 14.0 19.0
I
H
Uniform Load A
R 1 = 5961 R2 = 6481
SPAN = 20 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence 2nd Floor header at rec room
BEAM N Prepared by: AHC Date: 1/12/21
Selection 3-1/2x 9 1.8E RB Rosboro X-Beam GLIB Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 4.4 inz R2= 4.6 inz (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
5.75 ft
Reaction 1 LL
2054 # Reaction 2 LL 2151 #
Beam Wt per ft
7.66 #
Reaction 1 TL
2858 # Reaction 2 TL 3005 #
Bm Wt Included
44 #
Maximum V
3005 #
Max Moment
6612 '#
Max V (Reduced)
2680 #
TL Max Defl
L / 240
TL Actual Defl
L / 688
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in')
Shear (inz)
TL Defl (in)
LL Defl
47.25
31.50
0.10
0.06
33.06
15.17
0.29
0.19
OK
OK
OK
OK
70%
48%
35%
32%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
265
1.8
650
Adjusted Values
2400
265
1.8
650
Cv Volume
1.000
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
Loads Uniform LL: 340 Uniform TL: 425 = A
Point LL Point TL Distance
2250 B = 3375 3.0
Uniform Load A
Pt loads:
0 0
R1 = 2858 R2 = 3005
SPAN = 5.75 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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence REAR PORCH BEAMS
BEAM O Prepared by: AHC Date: 1/12/21
Selection 6x 12 HF #1 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 5.9 in2 R2= 5.9 in2 (1.5) DL Defl= 0.11 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
1500 # Reaction 2 LL 1500 #
Beam Wt per ft
15.37 #
Reaction 1 TL
2372 # Reaction 2 TL 2372 #
Bm Wt Included
184 #
Maximum V
2372 #
Max Moment
7117 '#
Max V (Reduced)
1993 #
TL Max Defl
L / 180
TL Actual Defl
L / 599
LL Max Defl
L / 240
LL Actual Defl
L / >1000
Section (in')
Shear (in2)
TL Defl (in)
LL Defl
121.23
63.25
0.24
0.13
81.33
21.36
0.80
0.60
OK
OK
OK
OK
67%
34%
30%
21%
Fb (psi)
Fv(psi)
E(psi x mil)
Fc! (psi)
Reference Values
1050
140
1.3
405
Adjusted Values
1050
140
1.3
405
CF Size Factor
1.000
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: 250 Uniform TL: 380 = A
Uniform Load A
0
R1 = 2372 R2 = 2372
SPAN =12FT
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 v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence REAR PORCH BEAMS
BEAM P Prepared by: AHC Date: 1/12/21
Selection 6x 12 HF #1 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 6.8 in R2= 6.8 in (1.5) DL Defl= 0.21 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
1750 # Reaction 2 LL 1750 #
Beam Wt per ft
15.37 #
Reaction 1 TL
2768 # Reaction 2 TL 2768 #
Bm Wt Included
215 #
Maximum V
2768 #
Max Moment
9687'#
Max V (Reduced)
2389 #
TL Max Defl
L / 180
TL Actual Defl
L / 377
LL Max Defl
L / 240
LL Actual Defl
L / 706
Section (in')
Shear (in 2)
TL Defl (in)
LL Defl
121.23
63.25
0.45
0.24
110.70
25.59
0.93
0.70
OK
OK
OK
OK
91%
40%
48%
34%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc i(psi)
Reference Values
1050
140
1.3
405
Adjusted Values
1050
140
1.3
405
CF Size Factor
1.000
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: 250 Uniform TL: 380 = A
Uniform Load A
0
R1 = 2768 R2 = 2768
SPAN =14FT
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
Beam Chek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876
O'Neill Residence Front Porch Beam
BEAM Q Prepared by: AHC Date: 4/19/21
Selection 4x 8 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 0.8 in2 R2= 0.8 in' (1.5) DL Defl= 0.01 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
6.0 ft
Reaction 1 LL
300 # Reaction 2 LL 300 #
Beam Wt per ft
6.17 #
Reaction 1 TL
474 # Reaction 2 TL 474 #
Bm Wt Included
37 #
Maximum V
474 #
Max Moment
712'#
Max V (Reduced)
379 #
TL Max Defl
L / 180
TL Actual Defl
L / >1000
LL Max Defl
L / 240
LL Actual Defl
L / >1000
Section (in3)
Shear (in2)TL
Defl (in)
LL Uefl
30.66
25.38
0.03
0.02
6.35
2.75
0.40
0.30
OK
OK
OK
OK
21%
11%
8%
5%
Fb (psi)
Fv (psi)
E(psi x mil
Fc! (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1346
207
1.6
625
CF 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 LL: 100 Uniform TL: 152 = A
Uniform Load A
0
R1 = 474 R2 = 474
SPAN =6FT
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 v2020 licensed to: AlbertH Cohen Design Company Reg # 3145-68876
O'NEILL RESIDENCE Post at Corner near bath
POST A Prepared by: AHC Date: 2/20/21
Selection F 6x 6 Hem -Fir #1 Solid Wood Column
Conditions NDS 2015, Using values for 5x + solid sawn, Posts and Timbers.
Data
Load
14612 #
Column Area
30.25 in
Kf
1.00
Actual Height
8.0 ft
le d1 Effective Ht
96 in
c
0.80
Unbraced L1
8.0 ft
le d2 Effective Ht
96 in
KcE
0.30
Unbraced L2
8.0 ft
Ke Buckling Mode
1.0
FcE
1281
Attributes and Values Controlling d is 5.5 inches
le/d
psi
Area (in2)
Actual
17
483
30.25
Critical
50
689
21.2
Status
OK
OK
OK
Ratio
34%
70%
70%
Fc 11 (psi) E (psi x mil)
Reference Values
850 1.3
Adjusted Values
689 1.3
CF Size Factor
1.00
Cd Duration
1.00
Cm Wet Use
1.00 1.00
Cp Stability
0.81
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 483 psi.