REVIEWED BLD2024-0570+Structural_Analysis_or_Calculations+5.1.2024_8.10.55_AM+4229108Ccivil & structural
ENGINEERING engineering &planning
RECEIVED
May 02 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
250 4th Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
BLD2024-0570
REVIEWED
CITY OF EDMONDS
STRUCTURAL CALCULATIONS
Bloom Early Learning
Dry Rot Repair
1233 Olympic View Drive
Edmonds, WA 98020
CG Project No.: 24082.10
Project Description
This project involves dry rot at an existing day care facility. The building is two stories and is
wood framed. The areas that have been affected include but are not limited to the header over
the garage door, the second floor deck, the building parapet, and soffit. The damaged areas
will be replaced with new framing. Additional areas of damage may be discovered during
construction and will require updated repair design.
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)
Floor Dead 15 psf
Live 40 psf [Classroom]
100 psf [Corridor Above 1st Floor]
60 psf [Roof Deck]
Description By Date
BTJ 4 1 202
0 CM Project Summary Checked Date
ENGINEERING Scale NTS Sheet No.
250 4th Ave South project Job No.
Suite 200
Edmonds, WA 98020 Bloom Early Learning 24082.10
1
A/y
APPROXIMATE AREA OF DRY ROT, TYP; REPLACE EXIST FRAMING W/ LIKE KIND
_ EXIST BEAM__
3
EXIST 2x12
@ 16" OC
EXIST 2x12
@ 16" OC
CK
KEY PLAN
COMPANY PROJECT
WoodWorks 0
�f tWARE FOR WOOD DESIGN Apr. 8, 202416:28 BM1.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full UDL
45.0
plf
Load2
Snow
Full UDL
75.0
plf
Load3
Dead
Full UDL
39.0
plf
Self -weight
Dead
Full UDL
12.3
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
17.101'
17
Unfactored•
Dead
Snow
823
641
823
641
Factored:
Total
1464
1464
Bearing:
Capacity
Beam
1587
1587
Support
1464
1464
Des ratio
Beam
0.92
0.92
Support
1.00
1.00
Load comb
#2
#2
Length
0.60
0.60
Min req'd
0.60**
0.60**
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fop sup
1 625
625
'*Minimum bearing length governed by the required width of the supporting member.
PSL 2.OE, PSL, 2.OE, 3-1/2"x11-1/4"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 17.13'; Clear span: 17` Volume = 4.7 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection „sing Nos 2018:
Criterion
Analysis Value
Design Value
Unit
Anal sis/Desi n
Shear
fv = 49
Fv' = 334
psi
fv/Fv' = 0.15
Bending(+)
fb = 1012
Fb' = 2834
psi
fb/Fb' = 0.36
Live Defl'n
0.17 = < L/999
0.57 = L/360
in
0.30
Total Defl'n
0.39 = L/521
0.85 = L/240
in
0.46
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 0.844 1.007
- 1.00
1.00
- 2
Fop' 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 = 1460, V design
= 1295 lbs; M(+) = 6225
lbs-ft
EIy = 830.57 lb-in^2
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 = 17.06' Le = 31.38'
RB = 18.6
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. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches
4. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection.
4
COMPANY I PROJECT
WoodWorksll'
SOFTWARE FOR WOOD DESIGN
Apr. 8, 2024 16:01 1 DJ1.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full Area
12.00(16.0")
psf
Load2
Live
Full Area
60.00(16.0")
psf
Load3
Snow
Full Area
25.00(16.0")
psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
17.119'
17
Unfactored:
Dead
Live
Snow
Factored:
137
685
285
137
685
285
Total
864
864
Bearing:
Capacity
Joist
864
864
Support
1501
1501
Des ratio
Joist
1.00
1.00
Support
0.58
0.58
Load comb
#3
#3
Length
0.71
0.71
Min req'd
0.71
0.71
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.13
1.13
Fop sup
6251
1 625
Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Floor joist spaced at 16.0" c/c; Total length: 17.13'; Clear span: 17.0'; Volume = 4.0 cu.ft.
Lateral support: top = continuous, 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 = 32
Fv' = 150
psi
fv/Fv' = 0.22
Bending(+)
fb = 662
Fb' = 977
psi
fb/Fb' = 0.68
Live Defl'n
0.35 = L/584
0.57 = L/360
in
0.62
Total Defl'n
0.42 = L/492
0.85 = L/240
in
0.49
Additional Data:
FACTORS: F/E(psi) CD
CM Ct CL CF Cfu
Cr
Cfrt
Ci
LC#
Fv' 150 1.00
1.00 1.00 - - -
-
1.00
1.00
2
Fb'+ 850 1.00
1.00 1.00 1.000 1.000 -
1.15
1.00
1.00
2
Fcp' 405 -
1.00 1.00 - - -
-
1.00
1.00
-
E' 1.3 million
1.00 1.00 - - -
-
1.00
1.00
3
Emin' 0.47 million
1.00 1.00 - - -
-
1.00
1.00
3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D
+ L
Bending(+): LC #2 = D
+ L
Deflection: LC #3 = D
+ 0.75(L + S) (live)
LC #3 = D
+ 0.75(L + S) (total)
Bearing : Support 1 -
LC #3 = D + 0.75(L + S)
Support 2 -
LC #3 = D + 0.75(L + S)
D=dead L=live 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 = 819, V design =
726 lbs; M(+) = 3492 lbs-ft
EIy = 231.37 lb-inA2/ply
"Live" deflection is due to all non -dead loads (live,
wind,
snow...)
Total deflection = 1.0
dead + "live"
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 S ss Design
(ASD). Design values are from the NDS Supplement. tr
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY I PROJECT
WoodWorksll'
SOFTWARE FOR WOOD DESIGN
Apr. 3, 2024 14:29 1 Temp Beam.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full UDL
45.0
plf
Load2
Roof live
Full UDL
60.0
plf
Self -weight
Dead
Full UDL
8.1
plf
Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) :
20.067'
Unfactored:
Dead
Roof Live
Factored:
533
602
533
602
Total
1135
1135
Bearing:
Capacity
Beam
1135
1135
Support
1939
1939
Des ratio
Beam
1.00
1.00
Support
0.59
0.59
Load comb
#2
#2
Length
0.80
0.80
Min req'd
0.80
0.80
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fcp sup
6251
1 625
Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 20.06'; Clear span: 19.938'; Volume = 5.5 cu.ft.
Lateral support: top = 4'-0 bottom = at supports; (in);
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 = 39
Fv' = 150
psi
fv/Fv' = 0.26
Bending(+)
fb = 919
Fb' = 927
psi
fb/Fb' = 0.99
Live Defl'n
0.40 = L/599
0.67 = L/360
in
0.60
Total Defl'n
0.93 = L/257
1.00 = L/240
in
0.93
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.00 1.00 1.00 0.991 1.100 - 1.00 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+): LC #2 = D + Lr
Deflection: LC #2 = D + Lr (live)
LC #2 = D + Lr (total)
Bearing : Support 1 - LC #2 = D + Lr
Support 2 - LC #2 = D + Lr
D=dead Lr=roof live
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 = 1131, V design = 1021 lbs; M(+) = 5657 lbs-ft
EIy = 539.86 lb-inA2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+): Lu = 4.00' Le = 8.25' RB = 9.5
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. 7
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
WoodWorksApr. 3, 2024 14:55 Temp Beam Weak Axis -lb
SOFTWARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load
I Type
Distribution
Pat-
Location (ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Deatl
Full UDL
26.0
plf
Load2
Roof live
Full UDL
1
35.0
plf
Self -weight
Dead
Full UDL
6.1
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4.042'
Unfactored•
Dead
Roof Live
69
71
69
71
Factored:
Total
140
140
Bearing:
Capacity
Beam
2278
2278
Support
3516
3516
Des ratio
Beam
0.06
0.06
Support
0.04
0.04
Load comb
#2
#2
Length
0.50*
0.50*
Min req'd
0.10*
0.50*
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.00
1.00
Fc s
625
625
'Minimum bearing length setting used: 112" for end supports
Lumber -soft, Hem -Fir, No.2, 4x12 (3.1/2"x11.1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 4.06% Clear span: 3.938'; Volume = 1.1 cu.ft.
Lateral support: top = 4'-0 bottom = at supports; (in); Oblique angle: 90.0 deg;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflectionusing Nos 2018:
Criterion
Anal s s
Value
Design
Value
Unit
Anal sis/Desi
Shear -
£v =
0
Fv'
= 150
psi
fv/Fv'
= n.ru
y-y
fv =
9
Fv'
= 150
psi
fvIFv'
= 0.03
Bending(+) x-
£b =
0
Fb'
= 927
psi
fib/Fb'
= 0.00
y-y
fib =
72
Fb'
= 1028
psi
fb/Fb'
= 0.07
Live De£1'n
0.00 = <
L/999
0.13
= L/360
0.03
Total Defl'n
0.01 = <
L/999
0.20
= L/240
0.05
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fvy' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fby' 650 1.00 1.00 1.00 1.000 1.100 1.10 1.00 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+): LC #2 = D + Lr
Deflection: LC #2 = D + Lr (live)
LC #2 = D + Lr (total)
Bearing : Support 1 - LC #2 = D + Lr
Support 2 - LC #2 = D + Lr
D=dead Lr=roof live
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 = 138, V design = 117 lbs) M(+) = 138 lbs-ft
EIy = 52.25 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind,
Total deflection = 1.5 dead + "live"
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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
8
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
-
-
-
-
-
Description
By BTJ
Date 04/01 /24
Wood Column Capacity Table
Checked
Date
Scale
Sheet No.
ENGINEERING
250 4th Ave. South
Suite20o
Project
j" Bloom Early Learning
Job No.
24082.10
Design Method Allowable Stress Design (ASD) v
Connection Type Lateral loading v
Fastener Type Nail v
Loading Scenario
Single Shear v
Main Member Type
Hem -Fir
v
Main Member Thickness
1.5 in.
v
Side Member Type
Hem -Fir
v
Side Member Thickness
1.5 in.
v
Nail Type
Common Wire
v
Nail Size
F8d (D = 0.131 in.; L = 2.5 in.)
v
Load Duration Factor
C D = 1.0
v
Wet Service Factor
C M = 1.0
v
End Grain Factor
C_eg = 1.0
v
Temperature Factor
C_t = 1.6
v
Diaphragm Factor
C_di = 1.0
v
Connection Yield Modes
Im
1541bs.
Is
313 lbs.
II 11
1061bs.
IIIm
721bs.
IIIs 1115 lbs.
N
841bs.
jI Adjusted ASD Capacity 72lbs.
• Nail bending yield strength of 100000 psi is assumed.
• The Adjusted ASD Capacity does not apply for toe -nails installed in wood members.
• Length of tapered tip is assumed to be two times the nail diameter for calculating
dowel bearing length in the main member.
• The Adjusted ASD Capacity only applies for nails that have been driven flush with
the side member surface. It does not apply for nails that have been overdriven into
the side member.
While every effort has been made to insure the accuracy of the information presented, and
special effort has been made to assure that the information reflects the state-of-the-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-line
Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of the
Connection Calculator was provided by American Wood Council.
10