REVIEWED BLD BLD2021-0786+Structural_Analysis_or_Calculations+6.9.2021_3.04.10_PM+22412841 /8
m •7
info@b2eng i neers. com
425-318-7047 (0)
425-318-0031(C)
FULLER REMODEL EDMONDS
10631 229TH PL SW, EDMONDS, WA 98020
STRUCTURAL CALCULATIONS
PROJECT NO: 20202 DATE:06-01-21
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2015
American Society of Civil Engineers (ASCE) 7-10
REMOVAL OF EXISTING INTERIOR LOAD -BEARING WALLS. INSTALLATION OF NEW BEAMS, POSTS
AND FOOTINGS. PLEASE SEE ATTACHED CALCULATIONS.
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6.9.2021
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
2 /8
3 /8
FULLER REMODEL CALCULATIONS
g
D
IMPORTANT NOTE: z
CONTRACTOR SHALL PROVIDE w
TEMPORARY SHORING AS a
EXISTING
FLOOR -
REQUIRED PRIOR ANY WORK C7
BEAMS TO
REMAIN
z
l
x
z
1
o
3
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II I I II BEAM (Bi 21,
II II II II II II II II II II II II II II II II II II II I II II II II II I II u � it
II II II II II II II II II II II II II I_ II II II B1-2 11
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PORTION OF EXISTING O
II II II II II II II II II II II II III III II II II x w l & II II
WALL TO BE REMOVED W ¢
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EXISTING FLOOR a�
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B1-T
BEAMS TO REMAIN
FIRST FLOOR JI I I I I(P) I I
B1-1 AND B1-2 ARE DENOTES BEAMS
�EXST
FULLER REMODEL CALCULATIONS
4 /8
- - - - - - - - - - - - - PROVIDE 4X8 HEADER
(BELOW)_(RB-1) - - - - - - - - - - - - - - -
------- - - - - -- - FRB-1
-------- --- --- -
-----------------
II II II II II II II II II II II
-----�-�--- - - - -- - -- - -- -
II II 1 1 1 II II 1 1 II II II 1 1 II II 1
II II 1 1 II II 1 1 II II II 1 1 II II — — — — — — — — —
II 1 1 1 II II I I II II II I I II II I
I II II I II II I I II II II I I II II — — — — — — — — —
I II I I II II I I II II II I I II II I _ b
I I II II II II II II I I II II II I I II II i— — — — — — — — — — — —
I 1 II II 1 1 1 II II 1 1 II II II 1 1 'HI-1 II 1 1
I 1 II II 1 1 1 II II 1 1 II II II 1 NEwax81 II 1------- --- --- —
1 11 11 1 1 1 11 11 1 1 11 11 11 1 BEAMJH -Ty 11 1 1 2
I i 11 11 - - S2 - - - EXISTING ROOF
II II II II II II II 11 11 1 1 FRAMING TO REMAIN
I II II I I I II II I I II II II I II II
CONTRACTOR TO FIELD p p
1 II II 1 1 1 II II 1 1 II II III VERIFY EXISTING II = _ _ _ _ _
II II II II II II II HEADERS; 4X8 (MIN)(RB-1 II
1 II II 1 1 1 II 11 1 1 11 11 11 1 1 11 Rh'R-1 II 1------- --- --- —
I 1 11 11 1 1 1 11 11 1 1 11 11 11 1 1 11 11 1
EXISTING ROOF - - - - - - - - - - - -
FRAMING TO REMAIN
1 11 11 1 1 1 11 11 u u 11 11 11 1 1 11 11 1
1 11 11 1 1 1 11 11 1 1 11 11 11 1 1 11 11 i— — — — — — — — — —
1 11 11 1 1 1 11 II I I II II II I I II II I
I II II I I I II II I I II II II I I II II i— — — — — — — — — — —
I II II I I I II II I I II II II I I II II I T — — — — — — — — — — — — —
I H H I I I H 11 1 1 11 11 11 1 1 11 11
— — — — — — — — — — — — — — —
ROOF PLAN RB-1 AND H1-1 ARE DENOTES ROOF BEAMS - - - - - - - - - - - - - - -
5 /8
BeamChek v2020 licensed to: B2 Engineers Reg # 5508-68754
FULLER REMODEL EDMONDS
B1-1
Date: 12/08/20
Selection 3-1/2x 9-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.6 in R2= 2.1 in (1.5) DL Defl= 0.22 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
14.6 ft
Reaction 1 LL
1040 # Reaction 2 LL 782 #
Beam Wt per ft
10.12 #
Reaction 1 TL
1633 # Reaction 2 TL 1342 #
Bm Wt Included
148 #
Maximum V
1633 #
Max Moment
4219 '#
Max V (Reduced)
1625 #
TL Max DefI
L / 240
TL Actual Defl
L / 390
LL Max Defl
L / 360
LL Actual Defl
L / 767
Section (W)
Shear (in 2)
TL Detl (in)
LL Defl
49.91
32.38
0.45
0.23
14.75
7.31
0.73
0.49
OK
OK
OK
OK
30%
23%
62%
47%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2900
290
2.0
625
Adjusted Values
3433
334
2.0
625
CF Size Factor
1.029
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 Par Unif LL Par Unif TL Start End
437 B = 639 10.0 100 H = 178 10.0 14.6
925 C = 1369 1.5
H
Pt loads:
0
R1 = 1633 R2 = 1342
SPAN =14.6FT
Uniform and partial uniform loads are Ibs per lineal ft.
FOOTING CALCULATIONS:
TOTAL LOAD (TL) = 1,633 LBS
SOIL BEARING CAPACITY (SBC) = 1,500 PSF
TL/SBC = 1.088 SF (REQUIRED)
1.5'X1.5' = 2.25 SF (PROVIDED) /OK
6 /8
BeamChek v2020 licensed to: B2 Engineers Reg # 5508-68754
FULLER REMODEL EDMONDS
B1-2
Date: 12/08/20
Selection 4x 8 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 5.2 in R2= 0.8 in (1.5) DL Defl= 0.01 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
4.0 ft
Reaction 1 LL
2188 # Reaction 2 LL 313 #
Beam Wt per ft
6.17 #
Reaction 1 TL
3250 # Reaction 2 TL 475 #
Bm Wt Included
25 #
Maximum V
3250 #
Max Moment
1631 '#
Max V (Reduced)
2608 #
TL Max DefI
L / 240
TL Actual DefI
L / >1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (W)
Shear (in 2)
TL Detl (in)
LL Detl
30.66
25.38
0.02
0.01
14.55
18.90
0.20
0.13
OK
OK
OK
OK
47%
74%
12%
11 %
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
Loads
Point LL Point TL Distance
2500 B = 3700 0.5
Pt loads:
0
R1 = 3250 R2 = 475
SPAN = 4 FT
Uniform and partial uniform loads are Ibs per lineal ft.
7 /8
BeamChek v2020 licensed to: B2 Engineers Reg # 5508-68754
FULLER REMODEL EDMONDS 1-11-1
Date: 6/01 /21
Selection 4x 8 HF #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.9 in R2= 1.9 in (1.5) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
6.5 ft
Reaction 1 LL
382 # Reaction 2 LL 382 #
Beam Wt per ft
6.17 #
Reaction 1 TL
784 # Reaction 2 TL 784 #
Bm Wt Included
40 #
Maximum V
784 #
Max Moment
1274 '#
Max V (Reduced)
638 #
TL Max DefI
L / 240
TL Actual DefI
L / 928
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (W)
Shear (in 2)
TL Detl (in)
LL Detl
30.66
25.38
0.08
0.03
13.83
6.38
0.33
0.22
OK
OK
OK
OK
45%
25%
26%
15%
ro (psi)
ry (psi)
t (psi x mn)
rc! (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: 118 Uniform TL: 235 = A
Uniform Load A
0
R1 = 784 R2 = 784
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
8 /8
BeamChek v2020 licensed to: B2 Engineers Reg # 5508-68754
FULLER REMODEL EDMONDS
RB-1
Date: 12/08/20
Selection 4x 8 HF #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.3 in R2= 2.3 in (1.5) DL Defl= 0.19 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
9.9 ft
Reaction 1 LL
495 # Reaction 2 LL 495 #
Beam Wt per ft
6.17 #
Reaction 1 TL
912 # Reaction 2 TL 912 #
Bm Wt Included
61 #
Maximum V
912 #
Max Moment
2256 '#
Max V (Reduced)
800 #
TL Max DefI
L / 240
TL Actual Defl
L / 348
LL Max Defl
L / 360
LL Actual Defl
L / 795
Section (W)
Shear (in 2)
TL Detl (in)
LL Detl
30.66
25.38
0.34
0.15
21.31
6.96
0.50
0.33
OK
OK
OK
OK
69%
27%
69%
45%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
850
150
1.3
405
Adjusted Values
1271
173
1.3
405
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
Loads Uniform LL: 100 Uniform TL: 148 = A
Par Unif TL Start End
H = 30 0 9.9
H
Uniform Load A
0
R1 =912 R2=912
SPAN = 9.9 FT
Uniform and partial uniform loads are Ibs per lineal ft.