APPROVED BLD2020-1332+CALCS-ENG+12.5.2020_1.47.11_PM® + - * ■
info(§b2angineemcom
42$-31B-7047 (0)
425-318-0031 (c)
Design Criteria
RECEIVED
Dec 14 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HOFER REMODEL
8938 179TH PL SW, EDMONDS, WA 98026
STRUCTURAL CALCULATIONS
PROJECT NO: 20157 DATE:11/19/20
PREPARED BY: BASRI BASRI PE, SE
International Building Code (IBC) 2015
American Society of Civil Engineers (ASCE) 7-10
3roject Description
Pane 1 of 9
BLD2020-1332
P Of wasy7 S'A
• 2
.fj 'PL 43789
cTURA L
SS/Onini EN
STRUCTURAL DESIGN OF BEAMS, HEADER AND POSTS TO SUPPORT NEW OPENINGS AND TO
REPLACE EXISTING POST. PLEASE SEE ATTACHED CALCULATIONS
REVIEWED
BY
CITY OF EDMONDS
HOFER REIVIS of 9
CALCULATIONS
PROVIDE L50 CLIP NE DOOR OPENING
(7 PLACES)
I II II II II II II II II ,II ,II ,II II ,II ,II I
II II
II II
II II
II 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 II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II P I
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 II II II II II II II II II I
(EXISTING FLOOR FRAMING
II II
II II ITOREMAIN II II II II II II II
II II
II II
II II
II II II II II II II II II II II II I
II II II II � � lL211 II II II II II
II II II 11 11 11 11 11 11 11 II II
11 11
11 11 11 CONTRACTOR TO FIELD 11 11 11 11 1
VERIFY EXISTING HEADER
(BELOW) 4X10 MIN (Hi-2,
II I P
I II
II II II II II II II II (2) 4 ,4l( II I
II II II II II II II II II I � II I
1/4" = 11_0" \Z:�, 1/4" = 11_0"
Page 3 of 9
II II II II II II U
- II II II II II II II II
(PROVIDE 4X8 HEADER FOR II II I
(NEW OPENING BELOW (H1-
3). SEE 3 OF S-2 FOR
(HEADER FRAMING DETAIL
II Hi-311 II II II II I
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
II II II II II II II II
II -11 II 11 11 I 1
�0000000 �
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
11 H 11 H 11 11 11 1
u EXISTING ROOF FRAMING TO REMAIN 11 U
II II 11 11 11 1
II II 11 11 11 1
II II 11 11 11 1
II II 11 11 11 1
PROVIDE 3.5X11.875
PSL HEADER BELOW 11 11 11 11 1
(H1-1)11 II 11 11 11 1
H11-1 11 II 11 11 11 1
-II II 11 II 11 11 111
ROOF PLAN
1 /4" = V-0"
II
- - --, II
I I JJIJJJ I I
B1-1 L NEW 5.5X12 GLB
Qp EXISTING POST l
24F-V4 DF/DF (131-1) - - f TO REMAIN
II
I I
EXISTING RIDGE
BEAM TO REMAIN
Page 4 of 9
HOFER REMODEL
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
eLwi
Prepared by: AL Date: 10/27/20
Selection 5-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 4.6 in R2= 4.6 in (1.5) DL Defl= 0.30 in Recom Camber= 0.45 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
15.5 ft
Reaction 1 LL
1938 # Reaction 2 LL 1938 #
Beam Wt per ft
14.94 #
Reaction 1 TL
2983 # Reaction 2 TL 2983 #
Bm Wt Included
232 #
Maximum V
2983 #
Max Moment
22672'#
Max V (Reduced)
2968 #
TL Max DefI
L / 240
TL Actual Defl
L / 270
LL Max Defl
L / 360
LL Actual DefI
L / 480
Section in3
Shear (in 2)
TL Defl in
LL DefI
123.00
61.50
0.69
0.39
98.57
16.13
0.78
0.52
OK
OK
OK
OK
80%
26%
89%
75%
ro (psi)
ry (psi)
L (psi x mil)
rc!
Reference Values
2400
240
1.8
650
Adjusted Values
2760
276
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
3875 B = 5735 7.75
Pt loads:
0 0
R1 = 2983 R2 = 2983
SPAN =15.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
Page 5 of 9
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
HOFER REMODEL H1-1
Prepared by: AL Date: 9/10/20
Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.7 in R2= 2.7 in (1.5) DL Defl= 0.12 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
1094 # Reaction 2 LL 1094 #
Beam Wt per ft
12.99 #
Reaction 1 TL
1710 # Reaction 2 TL 1710 #
Bm Wt Included
182 #
Maximum V
1710 #
Max Moment
5984'#
Max V (Reduced)
1468 #
TL Max DefI
L / 650
TL Actual Defl
L / 660
LL Max Defl
L / 720
LL Actual DefI
L / >1000
Section in3
Shear (in 2)
TL Defl in
LL DefI
82.26
41.56
0.25
0.14
21.51
6.60
0.26
0.23
OK
OK
OK
OK
26%
16%
99%
59%
ro (psi)
ry (psi)
L (psi x mil)
rc! (psi)
Reference Values
2900
290
2.0
625
Adjusted Values
3339
334
2.0
625
CIF Size Factor
1.001
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: 156 Uniform TL: 231 = A
Uniform Load A
0
R1 =1710 R2=1710
SPAN =I4FT
Uniform and partial uniform loads are Ibs per lineal ft.
Page 6 of 9
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
HOFER REMODEL H1-3
Prepared by: AL Date: 10/27/20
Selection U 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= 0.03 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
6.0 ft
Reaction 1 LL
619 # Reaction 2 LL 619 #
Beam Wt per ft
6.17 #
Reaction 1 TL
934 # Reaction 2 TL 934 #
Bm Wt Included
37 #
Maximum V
934 #
Max Moment
1401 '#
Max V (Reduced)
746 #
TL Max DefI
L / 180
TL Actual Defl
L / 982
LL Max Defl
L / 240
LL Actual DefI
L / >1000
Section in3
Shear (in 2)
TL Defl in
LL DefI
30.66
25.38
0.07
0.04
13.23
6.49
0.40
0.30
OK
OK
OK
OK
43%
26%
18%
14%
ro (psi)
ry (psi)
L (psi x mil)
rc! (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 LL: 206 Uniform TL: 305 = A
Uniform Load A
0
R1 = 934 R2 = 934
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
Page 7 of 9
HOFER REMODEL
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
N 2
Prepared by: AL Date: 9/10/20
Selection 4x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.4 in R2= 3.7 in (1.5) DL Defl= 0.03 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
6.0 ft
Reaction 1 LL
895 # Reaction 2 LL 1442 #
Beam Wt per ft
7.87 #
Reaction 1 TL
1486 # Reaction 2 TL 2341 #
Bm Wt Included
47 #
Maximum V
2341 #
Max Moment
3135'#
Max V (Reduced)
2069 #
TL Max DefI
L / 720
TL Actual Defl
L / >1000
LL Max Defl
L / 720
LL Actual DefI
L / >1000
Section in3
Shear (in 2)
TL Defl in
LL DefI
49.91
32.38
0.07
0.03
30.29
14.99
0.10
0.10
OK
OK
OK
OK
61%
46%
65%
33%
ro (psi)
ry (psi)
L (psi x mil)
rc!
Reference Values
900
180
1.6
625
Adjusted Values
1242
207
1.6
625
CIF Size Factor
1.200
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: 207 Uniform TL: 345 = A
Point LL Point TL Distance
1094 B = 1710 4.5
Uniform Load A
Pt loads:
0 0
R1 = 1486 R2 = 2341
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
Page 8 of 9
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
HOFER REMODEL P13-1
Prepared by: AL Date: 10/27/20
Selection (3) 2x 4 Hem -Fir Stud Nailed Built -Up Wood Column
Conditions NDS 2015, 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
2983 #
Column Area
15.75 in2
Kf
1.00
Actual Height
9.0 ft
le d1 Effective Ht
108 in
c
0.80
Unbraced L1
9.0 ft
le d2 Effective Ht
108 in
KcE
0.30
Unbraced L2
9.0 ft
Ke Buckling Mode
1.0
FcE
378
AttnbendVa"t 1 t IId5h . V"XP 1 11-1
u s aues C ii3
i on ro ng s . nc
es
le/d
psi
Area (in2)
Actual
31
189
15.75
Critical
50
341
8.74
Status
OK
OK
OK
Ratio
62%
56%
55%
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 189 psi.
Page 9 of 9
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
HOFER REMODEL P1-1
Prepared by: AL Date: 9/10/20
Selection (2) 2x 4 Hem -Fir Stud Nailed Built -Up Wood Column
Conditions NDS 2015, 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
1710 #
Column Area
10.5 in2
Kf
0.60
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
352
AttnbendV
a
"t l t IIdh •V"XP1 11-1
u s aues C on ro ing is 3
inc es
le/d psi Area (in2)
Actual 32 163 10.5
Critical 50 192 8.9
Status OK OK OK
Ratio 64% 85% 85%
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 163 psi.
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 163 psi.