Harb Fire Damage Repair Structural Calculations 03.02.20C �
ENGINEERING
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
STRUCTURAL CALCULATIONS
Harb Residence
Fire Damage Repair
19303 80" PI. W
Edmonds, WA 98026
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CG Project No.: 20052.10
Proiect Location
19303 80th PI. W
Edmonds, WA 98026
Project Description
A Fire has damaged an existing single-family home. The house is a single story with a crawlspace. The
fire damaged the trusses and some of the wall framing on the west side of the house. The damaged
framing will need to be removed and replaced.
Scope of Work
Provide structural calculations and drawings in accordance with current building code.
Basis of Design
Loads Dead 15 psf
Snow 25 psf
Description By Date
ATN 2/
Checked Date
ENGINEERING Project summary Scale Sheet No.
NTS
250 4th Ave South project Job No.
Suite 200
Edmonds, WA 98020 Harb Fire Damage 20052.10
Gravity Design Loads
Roof DL
Roofing Material 2.5
psf
5/8 Sheathing 1.8
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
Trusses @ 24" OC 3.0
psf
M/E 1.2
psf
Misc 1.5
psf
13.8
psf
USE 15.0
psf
Roof LL (Snow) 25.0
psf
Description
Gravity Design Loads
By
ATN
Date
02/28/20
Checked
Date
0
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
project
Harb Fire Damage
Job No.
Edmonds, WA 98020
20052.10
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Description By Date �l 2VIO
0 Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 Project Job No.
Edmonds, WA 98020 L(q1D Fife vamo%-r
425.778.8500 C' C) ACT
www.cgengineering.com
r
Fi
i
Description By Date UWO
Checked Date
ENGINEERING '
Scale Sheet No.
250 4th Ave. South
Suite 200 project Job No.
Edmonds, WA 98020 L,. t �yt T
42S.778.8S00
O
www.cgengineering.com '�
WoodWorkso COMPANY PROJECT
SOFTWARE FOR WOOD DESIGN Mar. 2, 202008:31 BM1
Design Check Calculation Sheet
Wood Works Sizer 11.1
Loads:
Load
Type
Distribution
Pat-
Location Ift]
Magnitude
Unit
tern
Start End
Start End
D
Dead
Full UDL
138.0
pit
S
Snow
Full UDL
230.0
plf
Self -weight
Dead
Full UDL
26.0
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
20.235'
20.159'
Unfactored:
Dead
Snow
1658
2327
165E
2327
Factored:
Total
3985
3985
Bearing:
Capacity
Beam
3985
3985
Support
3985
3985
Des ratio
Beam
1.00
1.00
Support
1.00
1.00
Load comb
42
#2
Length
0.91
0.91
Min req'd
0.91**
0.91**
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.00
1.00
Fcp sup
625
625
**Minimum bearing length governed by the required width of the supporting member.
PSL, 2.OE, 2.OE, 7"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 20.24% Clear span: 20.083% volume = 11.7 cu.ft.
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
I Design Value
I Unit
Analysis/Design
Shear
fv = 64
Fv' = 334
psi
fv/Fv' = 0.19
Bending(+)
fb = 1460
Fb' = 3273
psi
fb/Fb' = 0.45
Live Defl'n
0.44 = L/552
0.67 = L/360
in
0.65
Total Defl'n
0.91 = L/267
1.01 = L/240
in
0.90
Additional Data:
FACTORS: F/E(psi)CD CM Ct
CL CV Cfu
Cr Cfrt Ci Cn
LC#
Fv' 290 1.15 - 1.00
- - -
- 1.00 - 1.00
2
Fb'+ 2900 1.15 - 1.00 0.981
1.00 -
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 02 = D+S, V max =
3971, V design =
3566 lbs
Bending(+): LC #2 = D+S, M = 20014
lbs-ft
Deflection: LC 02 = D+S (live)
LC #2 = D+S (total)
D=dead L=live S=snow W=wind I=impact
Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis
output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 1954eO6 lb-in2
"Live" deflection = Deflection from
all non -dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection)
+ Live
Load Deflection.
Lateral stability(+): Lu = 20.19'
Le = 37.06' RB
= 10.4
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance.
41) WoodWorkso COMPANY PROJECT
SOF11VARFFOR WOOD DESIGN Mar. 2, 2020 08:32 BM2
Design Check Calculation Sheet
Wood Works Sizer 11.1
Loads:
Load
Type
Distribution
Pat-1
Location [ft]
Magnitude
Unit
tern
Start End
Start End
D
Dead
Full UDL
157.0
plf
S
Snow
Full UDL
261.0
pit
Self -weight
Dead
Full UDL
13.0
if
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16,132'
Unfactored:
Dead
Snow
1370
2105
1370
2105
Factored:
Total
3476
3476
Bearing:
Capacity
Beam
3476
3476
Support
3848
3846
Des ratio
Beam
1.00
1.00
Support
0.90
0.90
Load comb
ff2
ff2
Length
1.59
1.59
Min req'd
1.59
1.59
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fcp sup
625
625
PSL, 2.OE, 2.OE, 3-1/2"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 16.13'; Clear span: 15.868'; volume = 4.7 cu.ft.
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Analysis
Value
I Design
Value
Unit
Analysis/Design
Shear
fv
- 108
Fv'
- 334
psi
fv/Fv' = 0.32
Bending(+)
fb
= 2012
Fb'
= 2835
psi
fb/Fb' = 0.71
Live Defl'n
0.39
= L/487
0.53
= L/360
in
0.74
Total Defl'n
0.65
= L/295
0.80
= L/240
in
0.81
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CV Cfu
Cr Cfrt Ci Cn
LCff
FV' 290 1.15 - 1.00 - - -
- 1.00 - 1.00
2
Fb'+ 2900 1.15 - 1.00 0.849 1.00 -
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, V max = 3448, V design =
2993 lbs
Bending(+): LC 42 = D+S, 14 = 13792 lbs-ft
Deflection: LC ft2 = D+S (live)
LC V = D+S (total)
D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 977e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live
Load Deflection.
Lateral stability(+): Lu = 16.00' Le = 29.44' RB =
18.5
I
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance.
4
COMPANY PROJECT
WoodWorks° Mar.2,202008:32 BM3
SOFn9ARf FOR WOOD DFS(GN
Design Check Calculation Sheet
Woodworks Sizer 11.1
Loads:
Load
Type
Distribution
Pat-
Location (ft]
Magnitude
Unit
tern
Start End
Start End
D
Dead
Point
2.30
1974
lbs
S
Snow
Point
I
2.30
1
3287
lbs
Self -wet ht
Dead
Full UDL
10.9
if
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4.601'
Unfactored:
Dead
Snow
3010
1644
1010
1644
Factored:
Total
2654
2654
Bearing:
Capacity
Beam
2654
2654
Support
2938
2936
Des ratio
Beam
1.00
1.00
Support
0.90
0.90
Load comb
#2
42
Length
1.21
1.21
flin req'd
1.21
1.21
Cb
1,00
1.00
Cb min
1.00
1.00
Cb support
I'll
1.11
Fc Sun625
625
PSL, 2.0E, 2.0E, 3-1/2"x9-1/2"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 4.6'; Clear span: 4.399'; volume = 1.1 cu.ft.
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 115
Fv' =
334
psi
fv Fv' =
0.36
Bending)+)
to
= 1355
Fb' =
3370
psi
fb/Fb' =
0.40
Live Defl'n
0.02
= <L/999
0.15 =
L/360
in
0.14
Total Defl'n
0.03
= <L/999
0.23 =
L/240
in
0.15
Additional Data:
FACTORS: F/E(psi)CD Cid Ct CL CV Cfu
Cr Cfrt Ci Cn
LC#
Fv' 290 1.15 - 1.00 - - -
- 1.00 - 1.00
2
Fb'+ 2900 1.15 - 1.00 0.985 1.03 -
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, V max = 2646, V design =
2646 its
Bending(+): LC #2 = D+S, M = 5945 lbs-ft
Deflection: LC #2 = D+S (live)
LC 42 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 500e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live
Load Deflection.
Lateral stability(+): Lu = 4.50' Le = 9.25' RB = 9.3
Design Notes:
1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance.
I
COMPANY PROJECT
WoodWorks@ Mar. 2, 202008:32 fit
Design Check Calculation Sheet
Wood Works Sizer 11.1
Loads:
Load
Type
Distribution
Pat-
Location [ft)
L(agnituda
Unit
tern
Start End
Start End
15
Dead
Full Area
No
15.00(24.0")
psf
25
Snow
Full Area
No
15.00(24.0")
psf
Self-wei ht
Dead
Full UDL
1
2.2
if
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
18.375'
9A67'
Unfactored:
Dead
Snow
ill
104
369
344
111
104
Factored:
Total
215
713
215
Bearing:
Capacity
Joist
304
713
304
Support
586
936
586
Des ratio
Joist
0.71
1.00
0.71
Support
0.37
0.76
0.37
Load comb
42
#2
#2
Length
0.50`
0.80
0.50*
Min req'd
0.50'
0.60
0.50*
Cb
1.00
1.47
1.00
Cb min
1.00
1.47
1.00
Cb support
1.25
1.25
1.25
Fos sup
625
625
1 625
-minimum Bearing iengm sarong used: U< nor eno suppuns
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2'W-1/4")
Supports: All -Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/o: Total length: 18.38'; Clear span: 9.113% 9.113; volume = 1.4 cu.ft.
Lateral support: top= full, bottom= at all supports; Repetitive factor: applied where permitted (refer to online help);
WARNING: Member length exceeds typical stock length of 18.0 [ftj
Analysis vs. Allowable Stress and Deflection using Nos 2016:
Criterion
Analysis
Value
I Design
Value
Unit
Analysis/Design
Shear
fv
= 44
Fv' =
172
psi
£v Fv' =
0.25
Bending(+)
fb
= 336
Fb' =
1349
psi
fb/Fb' =
0.25
Bending(-)
fb
= 597
Fb' =
805
psi
fb/Fb' =
0.74
Live Defl'n
0.03
= <L/999
0.46 =
L/240
in
0.07
Total Defl'n
0.08
= <L/999
0.61 =
L/180
in
0.14
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv' 150 1.15 1.00 1.00 - - -
- 1.00 1.00
1.00
2
Fb'+ 850 1.15 1.00 1.00 1.000 1.200 1.00
1.15 1.00 1.00
-
2
Fb'- 850 1.15 1.00 1.00 0.597 1.200 1.00
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
-
2
Emin' 0.47 million 1.00 1.00 - - -
- 1.00 1.00
-
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 357, V design =
317 lbs
Bending(+): LC #2 = D+S, bl = 368 lbs-ft
Bending(-): LC #2 = D+S, 14 = 654 lbs-ft
Deflection: LC #2 = D+S (live)
LC 42 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 61.9e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind,
snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load
Deflection.
Lateral stability(-): Lu = 9.19' Le = 16.88' RB = 25.5;
in based
on full span
Design Notes:
1. Wood Works analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4A.1.
a
WWOrkS® COMPANY PROJECT
SOFTWARE FOR WOOD DESIGN Mar. 2, 202008:32 fj2
Design Check Calculation Sheet
Wood Works Sizer 11.1
Loads:
Load
Type
Distribution
Pat-
Location [ftj
Magnitude
Unit
tern
Start End
Start End
15
Dead
Full Area
15.00(30.0")
psf
25
Snow
Full Area
15.00(30.0")
psf
Self -weight
Dead
Full UDL
2.2
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8.21' -
a
Unfactored:
Dead
Snow
163
154
163
154
Factored:
Total
317
317
Bearing:
Capacity
Joist
317
317
Support
612
612
Des ratio
Joist
1.00
1.00
Support
0.52
0.52
Load comb
42
ff2
Length
0.52
0.52
Min req'd
0.52
0.52
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.25
1.25
Fcp sup
1 6251
625
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2'W-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Roof joist spaced at 30.0" c/o; Total length: 8.21'; Clear span: 8.123'; volume = 0.6 cu.ft.
Lateral support: top= full, bottom= at supports;
Analvsis vs. Allowable Stress and Deflection using NDS 2015:
CriterionrAnalysis
Value
Design Value
Unit
Anal sis/Design
Shear
= 37
Fv' = 172
psi
fv/Fv' = 0.21
Bending(+)
= 588
Fb' = 1173
psi
fb/Fb' = 0.50
Live Defl'
= <L/999
0.41 = L/240
in
0.15
Total Defl'
= L/624
0.54 = L/180
in
0.29
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv' 150 1.15 1.00 1.00 - - -
- 1.00
1.00 1.00
2
Fb'+ 850 1.15 1.00 1.00 1.000 1.200 1.00
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 42 = D+S, V max = 315, V design =
267 lbs
Bending(+): LC ff2 = D+S, 21 = 644 lbs-ft
Deflection: LC 142 = D+S (live)
LC 42 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 61.9e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design 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.
I 0
WoodWorkso COMPANY PROJECT
SOFTWARE FOR "'ODD DESIGN
Mar. 2, 2020 08:33 1 C1
Design Check Calculation Sheet
Wood Works Sizer 11.1
Loads:
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
D
Dead
Axial
(Ecc. = 0.00")
1370
lbs
S
Snow
Axial
(Ecc. = 0.00")
2105
lbs
Self -weight
Dead
Axial
40
lbs
Lateral Reactions (lbs):
v
0
B
i
Lumber Post, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2")
Support: Non -wood
Total length: 10.0'; Clear span: 10.0'; volume = 1.3 cu.ft.
Pinned base; Load face = width(b); Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft];
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Axial
Axial Bearing
fc = 183
fc = 183
Fc' = 314
Fc* = 1644
psi
psi
fc/Fc' = 0.58
fc/Fc* = 0.11
Additional Data:
FACTORS: F/E(psi)CD CM
Ct CL/CP CF Cfu
Cr Cfrt
Ci LC#
Fc' 1300 1.15 1.00
1.00 0.191 1.100 -
- 1.00
1.00 2
Fc* 1300 1.15 1.00
1.00 - 1.100 -
- 1.00
1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D+S, P
= 3515 lbs
D=dead L=live S=snow W=wind I=impact
Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis
output
Load combinations: ASCE 7-10
/ IBC 2015
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the
National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
M
14
G— OOP
0 0 U VAT
4 15- 16 5S'4
Description By w Date
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 Project Job No.
Edmonds, WA 98020 C, lice
425.778.8500 rig GZ -1 6
www.cgengineering.com