REVIEWED RESUB 2-BLD2023-0660-Structural Calculations-8.24.23RESUB
Aug 24 2023
C �
ENGINEERING
civil & structural
engineering & planning
REVIEWED
BY
CITY OF EDMONDS
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-0660
STRUCTURAL CALCULATIONS
Brou Residence
Header Design
1159 7`h Ave S.
Edmonds, WA 98020
Q� G . r4
og o� WA S�lG
39553
`ORAL' ti
sslONAL
250 4t' Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500 CG Project No.: 23241.10
Fax: (425) 778-5536
Project Description
The project involves a remodel to an existing single-family residence. The framing plans were
completed by others following prescriptive IRC (International Residential Code) guidelines for
gravity and lateral design. We have been retained to design one (1) window header which falls
outside of the IRC guidelines and is located at the southwest corner of the structure.
Scope of Work
We will provide stamped structural calculations in accordance with the current building code.
Basis of Design
Roof Dead 15 psf
Live 25 psf (snow)
0 GMDescription By MRD Date 8 15 2023
Load Summary Checked Date
ENGINEERING scale NTS Sheet No.
250 4th Ave South project Job No.
Suite 200 Brou Residence 23241.10
Edmonds, WA 98020
Page 1
Gravity Design Loads
Roof DL
Roofing Material 2.5
psf
3/4 Sheathing 2.3
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
Trusses 24" oc 3.0
psf
M/E 1.0
psf
Misc 1.5
psf
14.1
psf
USE 15.0
psf
Roof ILL (Snow) 25.0
psf
Description
Gravity Design Loads
By
MRD
Date
08/15/23
^
Checked
Date
�r
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Project
Brou Residence
Job No.
Edmonds, WA 98020
23241.10
Page 2
2X10 JOIST 1F 0.
axe BEAM
4X1 POSTS
FRAMING NOTES:
-2X6 TREATED SILL-E(BOLTED)
-0Kd TREATED POSTS
4X4 PoSTS 4
X10 HFQ BEAM
-2X10 HF#2 RIM JOISTS
-2X10 H-ISTS 16' 0
SOLID 2X10 BLOCKING OVER BEAM
N
C
Ln
V)
1\
BM1
1 ft OVERHANG
9.75 ft
Description
Header Design Key Plan
BY MRD
Dat6815 2023
Checked
Date
ENGINEERING
Scale ivT$
Sheet No.
2504th Ave. South
Suite 200
Project
Brou Residence
Job No.
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
23241.10
Page 3
HF Column & HF Sill Plate Capacity TABLE
IBC 2018, NDS 2018
Date modified 10-2-14
6
7
8
9
10
11
12
13
14
15
16
(2) 2x4 HF Stud
5,149
4,121
3,311
2,693
2,224
1,862
1,579
1,355
1,175
1,028
906
PsILL
4,784
-
-
-
-
-
-
-
-
-
-
(3) 2x4 HF Stud
9,220
7,723
6,382
5,281
4,406
3,715
3,166
2,726
2,369
2,076
1,834
PSILL
6,910
6,910
-
-
-
-
-
-
-
-
-
(4) 2x4 HF Stud
12,294
10,298
8,510
7,041
5,875
4,953
4,221
3,635
3,159
2,769
2,445
PsILL
8,505
8,505
8,505
-
-
-
-
-
-
-
-
(2) 3x4 HF Stud
10,245
8,581
7,091
5,868
4,896
4,128
3,518
3,029
2,632
2,307
2,038
PsILL
7,619
7,619
-
-
-
-
-
-
-
-
-
(3) 3x4 HF Stud
15,367
12,872
10,637
8,802
7,343
6,191
5,277
4,543
3,948
3,461
3,057
PSILL
10,631
10,631
10,631
-
-
-
-
-
-
-
-
(2) 2x6 HF Stud
7,951
6,405
5,164
4,210
3,481
2,917
2,476
2,125
1,843
1,613
1,423
PSILL
7,518
-
-
-
-
-
-
-
-
-
-
(3) 2x6 HF Stud
16,730
15,297
13,636
11,927
10,333
8,934
7,746
6,750
5,918
5,221
4,634
PsILL
10,859
10,859
10,859
10,859
-
-
-
-
-
-
-
(4) 2x6 HF Stud
23,902
22,755
21,314
19,614
17,764
15,903
14,146
12,558
11,158
9,942
8,891
PSILL
13,365
13,365
13,365
13,365
13,365
13,365
13,365
-
-
-
-
4x6 HF #2
14,409
11,327
9,009
7,286
5,993
5,006
4,239
3,633
3,147
2,751
2,425
PSILL
8,328
8,328
8,328
-
-
-
-
-
-
-
-
4x8 HF #2
18,744
14,808
11,809
9,566
7,876
6,583
5,577
4,782
4,142
3,622
3,193
PsILL
10,277
10,277
10,277
-
-
-
-
-
-
-
-
4x10 HF #2
23,562
18,717
14,972
12,150
10,015
8,377
7,101
6,090
5,277
4,615
4,069
PSILL
13,112
13,112
13,112
-
-
-
-
-
-
-
-
6x6 DF #2
19,595
18,889
17,995
16,908
15,659
14,315
12,960
11,665
10,475
9,407
8,463
PSILL
13,087
13,087
13,087
13,087
13,087
13,087
-
-
-
-
-
6x8 DF #2
25,830
24,899
23,721
22,288
20,642
18,870
17,083
15,377
13,808
12,400
11,156
PsILL
16,149
16,149
16,149
16,149
16,149
16,149
16,149
-
-
-
-
6xl0 DF #2
28,621
27,790
26,739
25,450
23,929
22,224
20,420
18,614
16,885
15,285
13,835
PSILL
20,604
20,604
20,604
20,604
20,604
20,604
-
-
-
-
-
C O
Description
By MRD
Date 08/07/23
Wood Column Capacity Table
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite20o
Project
j" Ashton -Johnson Residence
Job No.
23218.10
Page 4
He
de
D
si
Dw
W
LL SN
w =
1/
24
+
ft OVERHANG
2
sf
=
25
If
WIDLROYF=
l/
(24)+(
ftqVEI,tHAING),)(1
psf�=
95r,lf
A
D L
C.
3:
=
DL
S 32
plf
+ 1
5p
f =
20
If
Per WoodWorks use (2) 1 3/4" x 9 1/4"
2.0E LVL
Also acceptable:
(1) 3 1/2" x 9 1/2" 1.55E LSL
(1) 3 1/2" x 9 1/2" 2.0E PSL
Co
umn
Design
1
WLL
SN
W =
1
24
+
ft OVERHANGM25psf
I =
25
If
W
L,Ro
F =
1/2(24')+(ft
VE
HA
G))(1
psf
= 195p
If
A
D L
C.
3:
W =
DL
S
32
plf
+ 1
5p
f =
20
If
R
=
20
If
.7
ft
=
5
5#
L
8'
f,
erp =
R1/
_
,5
5#
(1.
N3
5")
= 4
2.
6psi
c,
erp,
in. —
M
t i
b c,p
rp —
=
SI
c,
erp,2.
E PSL
F
=9
0
i
Cr',
=
.0 (
Moors
Ct
= 1.0
(
IOC
degreE
Fa
re
hei
)
=
ot
ress
u rE
treated)
'
b
—
Per HF Column Capacity Table (1) cripple
2x4 HF #2 Stud and (1) full 2x4 HF #2 Stud
are acceptable
ENGINEERING
2504th Ave. South
Suite 200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
Description Header Design
By MRD
Datb8 15 2023
Checked
Date
Scale NTS
Sheet No.
Project
Brou Residence
Job No.
23241.10
Page 5
COMPANY
WoodWor,ks"'
or r.�
Aug. 14, 2023 10:55
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
PROJECT
HD1
Beam1
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Snow Live Load
Snow
Full UDL
325.0
plf
Roof Dead Load
Dead
Full UDL
195.0
plf
Self -weight
Dead
Full UDL
9.3
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
10,
9.834'
Unfactored:
Dead
Snow
Factored:
1021
1625
1021
1625
Total
2646
2646
Bearing:
Capacity
Beam
3938
3938
Support
4860
4860
Des ratio
Beam
0.67
0.67
Support
0.54
0.54
Load comb
#2
#2
Length
1.50
1.50
Min req'd
1.01
1.01
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
-
-
Fc sup
700
700
Brou Residence HD1
LVL, 2.OE, 260OFb, 1-3/4"x9-1/4", 2-ply (3-1/2"x9-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 10.0'; Clear span: 9.75'; Volume = 2.2 cu.ft.
Lateral support: top = at supports, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 101
Fv' = 328
psi
fv/Fv' = 0.31
Bending(+)
fb = 1538
Fb' = 1756
psi
fb/Fb' = 0.88
Live Defl'n
0.15 = L/796
0.33 = L/360
in
0.45
Total Defl'n
0.24 = L/489
0.49 = L/240
in
0.49
Page 6
F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1
WoodWorks® Sizer 2019 (Update 4)
Additional Data:
FACTORS: F/E(psi) CD
CM
Ct
CL CV Cfu
Cr Cfrt Ci
LC#
Fv' 285 1.15
-
1.00
- - -
- 1.00 -
2
Fb'+ 2600 1.15
-
1.00
0.567 1.036 -
1.00 1.00 -
2
Fcp' 750 -
-
1.00
- - -
- 1.00 -
-
E' 2.0 million
-
1.00
- - -
- 1.00 -
2
Eminy' 1.04 million
-
1.00
- - -
- 1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D
+ S
Bending(+): LC #2 = D
+ S
Deflection: LC #2 = D
+ S
(live)
LC #2 = D
+ S
(total)
Bearing Support 1
- LC
#2 = D +
S
Support 2
- LC
#2 = D +
S
D=dead S=snow
All LC's are listed in
the
Analysis
output
Load combinations: ASD
Basic from ASCE
7-16 2.4 / IBC
2018 1605.3.1
CALCULATIONS:
V max = 2603, V design
= 2172 lbs;
M(+) = 6399 lbs-ft
EIy = 230.84 lb-in^2/ply Apparent E approximates the effect of shear deflection.
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.0 dead + "live"
Lateral stability(+): Lu = 9.81' Le = 18.31' RB = 25.8; b = single ply width
Page 2
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. System factor KH may not apply to field -assembled multi -ply beams.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and
that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required.
5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
6. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant
treatment - no notches
7. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to
all plies.
8. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection.
Page 7
COMPANY
WoodWor,ks"'
or r.�
Aug. 14, 2023 10:57
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
PROJECT
HD1
Beam1
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Snow Live Load
Snow
Full UDL
325.0
plf
Roof Dead Load
Dead
Full UDL
195.0
plf
Self -weight
Dead
Full UDL
0.0
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
9.917'
9.818'
Unfactored:
Dead
Snow
Factored:
967
1611
967
1611
Total
2578
2578
Bearing:
Capacity
Beam
3150
3150
Support
3240
3240
Des ratio
Beam
0.82
0.82
Support
0.80
0.80
Load comb
#2
#2
Length
1.00
1.00
Min req'd
0.82
0.82
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
-
-
Fc sup
700
700
Brou Residence HD1
LSL, 1.55E, 1.55E, 3-1/2"x9-1/2"
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 9.94'; Clear span: 9.75'; Volume = 2.3 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
WARNING: Member length exceeds typical stock length of 0.0 ft
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 96
Fv' = 357
psi
fv/Fv' = 0.27
Bending(+)
fb = 1428
Fb' = 2567
psi
fb/Fb' = 0.56
Live Defl'n
0.18 = L/672
0.33 = L/360
in
0.54
Total Defl'n
0.28 = L/420
0.49 = L/240
in
0.57
Page 8
F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1
WoodWorks® Sizer 2019 (Update 4)
Additional Data:
FACTORS: F/E(psi) CD
CM Ct CL CV
Cfu Cr
Cfrt
Ci LC#
Fv' 310 1.15
- 1.00 - -
- -
1.00
- 2
Fb'+ 2325 1.15
- 1.00 0.960 1.000
- 1.00
1.00
- 2
Fcp' 900 -
- 1.00 - -
- -
1.00
- -
E' 1.5 million
- 1.00 - -
- -
1.00
- 2
Eminy' 0.80 million
- 1.00 - -
- -
1.00
- 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D
+ S
Bending(+): LC #2 = D
+ S
Deflection: LC #2 = D
+ S (live)
LC #2 = D
+ S (total)
Bearing Support 1
- LC #2 = D + S
Support 2
- LC #2 = D + S
D=dead S=snow
All LC's are listed in
the Analysis output
Load combinations: ASD
Basic from ASCE 7-16 2.4
/ IBC 2018
1605.3.1
CALCULATIONS:
V max = 2553, V design
= 2123 lbs; M(+) = 6266
lbs-ft
EIy = 387.60 lb -in A2
Apparent E approximates
the effect of
shear
deflection.
"Live" deflection is due
to all non -dead loads
(live, wind,
snow...)
Total deflection = 1.0
dead + "live"
Lateral stability(+):
Lu = 9.81' Le = 18.38'
RB = 13.1
Page 2
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance.
4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant
treatment - no notches
5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection.
Page 9
COMPANY
WoodWor,ks"'
or r.�
Aug. 14, 2023 10:58
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
PROJECT
HD1
Beam1
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Snow Live Load
Snow
Full UDL
325.0
plf
Roof Dead Load
Dead
Full UDL
195.0
plf
Self -weight
Dead
Full UDL
10.4
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
10,
9.851'
Unfactored:
Dead
Snow
Factored:
1026
1625
1026
1625
Total
2651
2651
Bearing:
Capacity
Beam
3281
3281
Support
4860
4860
Des ratio
Beam
0.81
0.81
Support
0.55
0.55
Load comb
#2
#2
Length
1.50
1.50
Min req'd
1.21
1.21
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
-
-
Fc sup
700
700
Brou Residence HD1
PSL, 2.OE, 2.OE, 3-1/2"x9-1/2"
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 10.0'; Clear span: 9.75'; Volume = 2.3 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 98
Fv' = 334
psi
fv/Fv' = 0.29
Bending(+)
fb = 1467
Fb' = 3286
psi
fb/Fb' = 0.45
Live Defl'n
0.14 = L/858
0.33 = L/360
in
0.42
Total Defl'n
0.22 = L/526
0.49 = L/240
in
0.46
Page 10
F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1
WoodWorks® Sizer 2019 (Update 4)
Additional Data:
FACTORS: F/E(psi) CD
CM Ct CL CV
Cfu Cr
Cfrt
Ci LC#
Fv' 290 1.15
- 1.00 - -
- -
1.00
- 2
Fb'+ 2900 1.15
- 1.00 0.960 1.026
- 1.00
1.00
- 2
Fcp' 625 -
- 1.00 - -
- -
1.00
- -
E' 2.0 million
- 1.00 - -
- -
1.00
- 2
Eminy' 1.04 million
- 1.00 - -
- -
1.00
- 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D
+ S
Bending(+): LC #2 = D
+ S
Deflection: LC #2 = D
+ S (live)
LC #2 = D
+ S (total)
Bearing Support 1
- LC #2 = D + S
Support 2
- LC #2 = D + S
D=dead S=snow
All LC's are listed in
the Analysis output
Load combinations: ASD
Basic from ASCE 7-16 2.4
/ IBC 2018
1605.3.1
CALCULATIONS:
V max = 2612, V design
= 2166 lbs; M(+) = 6434
lbs-ft
EIy = 500.14 lb -in A2
Apparent E approximates
the effect of
shear
deflection.
"Live" deflection is due
to all non -dead loads
(live, wind,
snow...)
Total deflection = 1.0
dead + "live"
Lateral stability(+):
Lu = 9.88' Le = 18.44'
RB = 13.1
Page 2
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance.
4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant
treatment - no notches
5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection.
Page 11