REVIEWED-BLD2022-1367+Structural_Analysis_or_Calculations+10.6.2022_2.49.45_PM+3151117REVIEWED,.,.,.,.,.,
BY
CITY OF EDMONDS
BUILDING DEPARTMENT:
Tenure Kahn Residence
Addition
Structural Calculations
20224 83rd Avenue W.
Edmonds, WA 98026
King County
Sidesway Project No. 22070.01
Prepared By:
SIDESWAY
ENGINEERING
RECEIVED
Oct 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1367
to/o�/zz
Tenure Kahn Residence Addition
October 05, 2022
Project No. 22070.01
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
Project Summary
Gravity System
Lateral System
Design Loads
Roof & Floor Framing Design
Foundation Design
Seismic & Wind Loads
Lateral Load Distribution
Shear Wall, Diaphragm & Chord Design
1.01
1.02 - 1.03
1.04
2.01 - 2.05
2.06
2.07 - 2.13
20305 87`h Avenue W.
Edmonds, WA 98026
SI-DE5WAY (425) 673-4160
ENGINEERING
Tenure Kahn Residence Addition October 05, 2022
Project No. 22070.01
Project Description
Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to
obtain a building permit for the proposed single -story addition to the existing single-family residence
located at 20224 83rd Avenue W. in Edmonds.
The addition adds approximately 225ft2 of livable area over a new slab -on -grade at the northwest corner
of the residence. The roof will be conventionally wood framed with rafters spanning between a ridge beam
and new stud walls or a girder truss. The southern collar tie roof system will be removed and replaced
with pre -manufactured scissor trusses spanning between the existing exterior CMU bearing walls for
additional head height. The existing floor system is framed with joists spanning between exterior
continuous footings and interior beam lines over a crawl space. There is no change to the existing floor
framing. The addition will bear atop a new continuous exterior footing at frost depth as well as existing
continuous footings.
The lateral force resisting system consists of a sheathed roof diaphragm spanning to various wood stud
and CMU shear walls around the perimeter. All existing framing and dimensions were provided to us from
the 5ft2 Studio Architects plans or were obtained by measurements taken during a site visit by our firm.
Scope of Work
Provide gravity and lateral calculations for the proposed addition as required to obtain a building permit.
Provide structural framing plans and details as required for permit.
Design Criteria
2018 International Building Code (IBC)
2018 International Existing Building Code (IEBC)
ASCE 7-16 Minimum Design Loads for Buildings and Other Structures
Applicable Material Reference Standards (ACI, AISC, NDS)
This is a Risk Category II structure designed for the following loads:
Dead Loads: 15psf (roof), 15psf (floor), 9psf (exterior stud walls), 37psf (CMU walls)
Snow Load: 25psf
Live Load: 40psf (floor)
Wind Load: 100mph, Exposure'B', KZT = 1.0 (refer to wind loads)
Seismic Load: R = 6.5/1.5 (wood s.w./URM), Site Class D, SDC D (refer to seismic loads)
Project Summary
The proposed addition to the single-family residence as designed in the following calculations conforms to
the 2018 IBC and IEBC. Refer to the calculations and the construction drawings for structural framing
requirements.
Disclaimer
This calculation package is based on the documentation that was available to us. Sidesway Engineering
did not perform a complete as -built verify the accuracy of the provided data, and we should be contacted
if there are any discrepancies with the assumptions contained within these calculations. We assume the
structure has no known deterioration or damage that would adversely affect capacity.
20305 871h Avenue W.
Edmonds, WA 98026
SI-DE5WAY (425) 673-4160
ENGINEERING
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Description By Project No.
L:t
Date o �_2 Z 2 �, 6
IDE AY Project � lk j S�4 SIOF NCC Checked Sheet No.
ENGINEERING Date I'Dy
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Dare L'Zo}o.ol
IDE WAY P,dild TiWak- &r1AtJ QO;T CC Crexxae Sheet No,
ENGINEERING Dare 2.01
Wind Analysis
Wind Parameters:
Risk Category: =
IL
Exposure Category: =
g
Height Adjustment Factor QQ: =
1.0
Topographic Factor (Kzt): =
1.0
See Kzt figures.
Least Horizontal Dimension(x): =
46.3
feet
Mean Roof Height (h): =
11.3
feet
Basic Wind Speed (V): =
100
mph, ASCE 7 Hazard Tool
2a Calculation: °36� 7�
0.1 * x
= 4'
feet
tzzCC
0.4 * h
= N, S
feet
y min
= LA• S
feet
i
a (checked)
= l S
feet
2a
= 9 - d
feet
Wind Areas and Loads
Roof
Factored ASCE 7-16 Ps30 Values, 100mph6 :12, (psf)
Ps30 A= k4 ,`� Ps30 B= 3,y
Ps30 C= t+, l Ps30 D= 3
Roof Wind Areas (ft^2)
A= 54 B= U
C= 1 l D= 15�
Roof Wind Area Loads (#)
Ps30 A * A= 1093 Ps30 B * B= O
Ps30 C * C= zu1Z Ps30 D * D= 516
Check not less than max...
0.04 * x = 1,9 feet
QFeet = feet
max = 3•0 feet
ASD ASD
F (Roof)= L-[p63 # r. o, t, - 21A50 # Fmin (Roof)= ` 861 # x U.0 = 7-92q #
Cour".�n�s
Dasc*&bn By Project No.
Wind Analysis LFM
Dam ZZOW
IDE 5WAY ROW C es Sh tNo.
�Et+vzi k-�YYa,.: IZ+�7a C:�cf_
---------....- ------------------ ENGINEERING Dare ---.._.-._._.__---—
202
Wind Analysis
Parameters:
Risk Category: _
Exposure Category: _
Height Adjustment Factor (A): _
Topographic Factor (Kzt): _
Least Horizontal Dimension(x): _
Mean Roof Height (h): _
Basic Wind Speed (V): _
2a Calculation:
0.1 *x = H•L feet
( 0.4 * h = y. S feet
� min = H•S feet
a (checked) _ S feet
2a = 9 , p feet
Wind Areas and Loads
1Z
rs
i�
I J See Kzt figures.
tie,3 feet
3 feet
ioo .O mph, ASCE 7 Hazard Tool
Roof
Factored ASCE 7-16 Ps30 Values, 100mph(; :12, (psf)
Ps30 A= iq 9 Ps30 B= 3,Z
Ps30 C= t$j Ps30 D= 3,7>
Roof Wind Areas (ftA2)
A= WLS B= 5I J
C= 117>.Z D= 259
Roof Wind Area Loads (#)
Ps30 A * A= 425 Ps30 B * B= 51 ,-4
Ps30 C * C= Iq 3, 2 Ps30 D * D= ZSq . O
Check not less than max...
04 * x = j ,A feet
3 Feet = 3 ,AD feet
max = 3.10 feet
ASD ASD
F (Roof)= 4 W 6 # aF o. b = Z'7 f2�r-) # Fmin (Roof)= G Zi i # 34Sq #
GoJEa.� S
DescnPtlon a/ Pro(ect No.
Wind Analysis LFM
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5
I DE WAY ft ChWked st�rNO.
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ENGINEERING Dare — - 2.03
'SCE
AMRSOMYOFCMRENMNEEAS
Address:
20224 83rd Ave W
Edmonds, Washington
98026
Seismic
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 367.99 ft (NAVD 88)
Risk Category: II Latitude: 47.815536
Soil Class: D - Default (see Longitude: -122.345698
Section 11.4.3)
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss
1.291
SDI .
N/A
S,
0.455
TL :
6
F
1.2
PGA:
0.551
F,
N/A
PGA NI:
0.661
Skis :
1.549
FPGA
1.2
SM1
N/A
le :
1
SDs
1.033
C, :
1.358
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Sat Sep 10 2022
Date Source:
USGS Seismic Design
Maos
ASCE 7 Hazard Tool Design Values
BY LFM
Project No.
°ere 09/12/22
22070.01
I DE WAY
PrOw
Tenure Kahn
cnIXked
shot NO.
EI INEERING
s cE
°eb
.0�,
MSFRS Seismic Loads
Seismic Parameters:
Latitude/Longitude
=
47.815536,-122.345698
Risk Category
=
II
(ASCE 7-16, Table 1.5-1)
Importance Factor, Ie
=
1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
=
D
(Per geotech, else per 11.4.3)
SDS
=
1.033
(SEAC)
S1
=
0.455
F,
=
1.845
Sol
=
0.5597
Seismic Design Category
=
D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Kesponse Mooirication Coerricient,
R =
1.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, no
=
2.5
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Cd =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, T,
=
Cth,
Ct = 0.02 (ASCE 7-16,
=
0.095
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
0.812657
(If 1.5Ts <Ta, see 11.4.8)
Seismic Response Coefficient, C,:
V = 0.044SDSI (Minimum)
=
0.045
W
V = (SDSIW)/R
=
0.689
W GOVERNS
V = (SD,I)/RTa (Maximum)
=
3.922
W
Vertical Distribution of Seismic Forces:
Diaphragm DL
Area wDL Story
w,hiK
wx x Force F, Sum
Level (psf)
(ft-) (kips) Ht. (ft)
(k-ft)
1 wihi" (kips) F,
Roof Framing 26.6
1666 44.3 8
355
1.00 21.36 21.36
2nd Framing 0
0 0.0 0
0
0.00 0.00 21.36
1 = 44.3
355
1.00 21.36
Base Shear (ULT) =
30.52 kips
Base Shear (ASD) =
21.36 kips
Diaphragm Design Forces:
Diaphragm Wi
1 w; Fj 1 F,
1 Fj . wpx
Fpx Min Fpx Max p
Level (kips)
(kips) (kips) (kips)
1 w;
0.2SDSIwp, 0ASDSIwp„ Govern
Roof Framing 44.3
44.3 21.4 21.4
21.4
6.41 12.82 12.82
2nd Framing 0.0
44.3 0.0 21.4
0.0
0.00 0.00 0.00
Seismic Design Loads
BY LFM
Project No.
N 4-sms (
Dare 9/12/2022
5
22070.01
I D E WAY
Tenure Kahn Residence
C
sneetNo.
ENGINEERING
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Description By LF� Project No.
L
Date Z 2ZO 70, 0
9 tg -Z
IDE WAY Protect 7fNUC "�V IF F_ Checked Sheet No.
ENGINEERING Date %,-
Minimum Width
(in.)
Maximum Height
(ft)
Allowable Design (ASD) Values per Frame Segment
Shear'•'' (Ibf) Deflection (in.)
Load Factor
16
8
10
850 0.33
625 0.44
3.09
2.97
24�
8
10
1,675
11125
0,38
2.88
0.51
3.42
Foundation for Wind or Seismic Loadingl''h`.d, 4 `0se -Y o ,q; = 15564
!o; Design values are based on the use of Douglas fit or Southern pine homing. For other species of fronting, multiply the above shear design volve by
the specific gravity odjustment foctor -(I - 10.5 - SG)), where SG - speofic g,awty o1 the oclwl framing This odjuv,hent shall not be greater than
10. p r9z,
;b;• For construction as shown in Ftgure 1.
c! Vofues are fot o single portal-frome segment forte ven.cal leg and o portion of the heoderl. For multiple portal frome segments. the o o oshear
design values are permitted to be multiplied by the number of frome segments !e.g., two - 2x, three - 3x, etc.j.
d; Inter potation of design values for heights between 8 and 10 feet, and for porlat widths between 16 and 24 Inches, is permitted.
e7 The allowable sheer design mlue ,s permitted to be mvirsplied by a factor of 1.4 for wind design.
?, If story dnh ,s not a desgn consideration, the tabulated design sheaf values ore permitted to be multiplied by a factor of 1.15. Th,s foclor is permitted
to be used cumulahvelywith the wind design adjustment factor in footnote Vie) above.
Figurc 1. Construction Details for APA Portal -Frame Design with Hold Downs
ma
told
will
Pony
wa11
height
t't�l�f
12
r_4-'x
i
i
'M
10
max ,
fxtent of header with double portal homes (two braced wail panels) �I
Exlent cl header wBh Ingle p000l home
(ore braced -rval panels)
2- to 18tough width of opening
fin single or double portal
Min. 3'x 11-1/4'ref header
steel header nol offli
Fasten sheathing to header w.lh 80 common or
gatvonized box nails of 3' gmd pattern as shown
Header to jock.stud shop per Hind design.
run 1000 Ibf on both sides of opening opposite
side of sheathing.
Min, double 2x4 framing covered with ruin 3/8'
thick wood shuaural porul sheathing with
8d common at galvanized box nails at 3' oc.
in all homing (,studs, blocking, and sdisj lyp.
Min length of panel per table 1
Min {2; 3500 lb seop.type hold downs
iembedded into concrete and nailed ireo ha,, nqi
Min reinforcing of foundation, one •4 bar
top and bonom of fow,ng Lop bon 15' n),n.
Me footing9 size anise, opening ii 72' x 12'. A fumed down
slab ,Wl kx pnmined of door operxngs.
Min ,,11 5'8' diameter onchon bolt ntstol led per IRC R403.1 6 -
with 2' x 2' x 3/16' date washe,
IDE)WAY
ENGINEERING
APA Rated Portal Frame
Design Values
Tenure Kahn Residence
Header to jock purl shop
per wind design min 1000 :'lot
on both sides of opening
opposite side of sheathing
Fasten top plate to header
wnh two roes of 16d
sitke, muds of 3" o.c. typ
Min. 3i8' woods .d.tal
panel sheathing
If needed, panel splice edges
shall occur over and be
nailed to common blocking
within middle 24' of portal
height. One row of 3' a
noili g is ,eguaed in each
panel edge.
Typical p000l fame
consructron
Min double 2.4 post kinq
and jock studj. Number of
lack studs per IRC tables
R502 5f If 8 f21.
Min 1000 lb hold-down
device (embedded into
concrete and nailed
two Gaming)
LFM
22070.01
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IDE)WAY
ENGINEERING
Tenure Kahn Residence
LFM
22070.01
2. 09 A
MSFRS Seismic Loads
Parameters:
Latitude/Longitude
= 47.815536,-122.345698
Risk Category
= II
(ASCE 7-16, Table 1.5-1)
Importance Factor, I,
= 1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
= D
(Per geotech, else per 11.4.3)
SDs
= 1.033
(SEAC)
SI
= 0.455
Fv
= 1.845
SDI
= 0.5597
Seismic Design Category
= D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Response Modification Coetticient, R =
1.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, 00 =
2.5
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Cd =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, T, =
CthD
Ct = 0.02 (ASCE 7-16,
=
0.095
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
1.5*T, =
0.812657 (If 1.5Ts < Ta, see 11.4.8)
Response Coefficient, C,:
V = 0.044SDSI (Minimum) = 0.045 W
V = (SDSIW)/R = 0.689 W GOVERNS
V = (SD1I)/RTa (Maximum) = 3.922 W
Distribution of Seismic Forces: 5Ej Z. oqp A&k4 Low
1p
Diaphragm
DL
Area
wDL
Story w,
wx x
Force F,
Sum
Level
(psf)
(tt-)
(kips)
Ht. (ft) (k-ft)
I w,h,"
(kips)
F.
Roof Framing
22
559
12.3
8 98
1.00
5.93
5.93
2nd Framing
0
0
0.0
0 0
0.00
0.00
5.93
Base Shear (ULT) _
Base Shear (ASD) _
Diaphragm Design Forces:
I = 12.3 98 1.00 5.93
8.47 kips
5.93 kips
Diaphragm
w,
I w; Fi
f F,
I Fj. wp
Fpx in
Fpx Max
px
Level
(kips)
(kips) (kips)
(kips)
I w,
0.2SDsIwp,
0.4SDsIw,.
Govern
Roof Framing
12.3
12.3 5.9
5.9
5.9
1.78
3.56
3.56
2nd Framing
0.0
12.3 0.0
5.9
0.0
0.00
0.00
0.00
Seismic Design Loads LFM
GT #1 Dare 9/12/2022 22070.01
5I DE 5WAY a Tenure Kahn Residence cee*ed`�
ENGINEERING Dare 'L,0
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LFM
22070.01
IDE)WAY
ENGINEERING
Tenure Kahn Residence
2.I Z A
MSFRS Seismic Loads
Seismic Parameters:
Latitude/Longitude
=
47.815536,
-122.345698
Risk Category
=
II
(ASCE 7-16, Table 1.5-1)
Importance Factor, Ie
=
1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
=
D
(Per geotech, else per 11.4.3)
SDS
=
1,033
(SEAC)
S,
=
0.455
F
=
1.845
SD1
=
0.5597
Seismic Design Category
=
D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Kesponse Moditication Coetiicient,
R =
1.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, no
=
2.5
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Ca =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, Ta
=
Cthn-
Ct = 0.02 (ASCE 7-16,
=
0.095
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
0.812657 (If 1.5Ts < Ta, see 11.4.8)
Seismic Response Coefficient, Cs:
V = 0.044SDSI (Minimum)
=
0.045
W
V = (SDSIW)/R
=
0.689
W GOVERNS
V = (SD1I)/RT, (Maximum)
=
3.922
W
Vertical Distribution of Seismic Forces:
Diaphragm DL
Area wDL Story
w;
wx x Force F. Sum
Level (psf)
(tt`) (kips) Ht. (ft)
(k-ft)
F w,h;" (kips) F.
Roof Framing 20
220 4.4 8
35
1.00 2.12 2.12
2nd Framing 0
0 0.0 0
0
0.00 0.00 2.12
1 = 4.4
35
1.00 2.12
Base Shear (ULT) =
3.03 kips
Base Shear (ASD) =
2.12 kips
Diaphragm Design Forces:
Diaphragm w;
i w; ri Y ;
;. Wp
Fpx Min Fpx Max
Level (kips)
(kips) (kips) (kips)
F w;
Px
0.25ps[w,„ o.aspS1wP, Govern
Roof Framing 4.4
4.4 2.1 2.1
2.1
0.64 1.27 1.2
2nd Framinq 0.0
4.4 0.0 2.1
0.0
0.00 0.00 0.00
r��59 i�c2ErsE W
45cc 12.3 3.y
4-1L
OescrpHpn
SVQ p=l'h'�A-%/r-�
LFM
Pralect No
5,DE5WAY
22070.01
5���^'��-�- �5--Tenure
9/12/2022
�
Fh
Kahn Residence
Sh�tNo.
ENGINEERING
lz g
_
Date
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+ 5939 3vt9 1t:
—�2—
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57�01 i V =
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p/'�
G�'�
rP Yf2 ASS 4-kL IZ. 11.2. I
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K I,�33
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>E3 37=31�+*�u��� x D.Vw
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IDE)WAY
ENGINEERING
&,(c,k , 5v6Diaphragm
t�clZo v
Tenure Kahn Residence
LFM
22070.01
2.i�R
MSFRS Seismic Loads
Seismic Parameters:
Latitude/Longitude
= 47.815536,-122.345698
Risk Category
= II
(ASCE 7-16, Table 1.5-1)
Importance Factor, Ie
= 1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
= D
(Per geotech, else per 11.4.3)
SDs
= 1.033
(SEAC)
S,
= 0.455
F„
= 1.845
SD1
= 0.5597
Seismic Design Category
= D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Response Moditication Coerricient, R =
1.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, no =
2.5
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Cd =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, T. =
Cth,x
Ct = 0.02 (ASCE 7-16,
=
0.095
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
1.5*T, =
0.812657 (If 1.5Ts 4 Ta, see 11.4.8)
Seismic Response Coefficient, C,:
V = 0.044SDSI (Minimum) =
0.045
W
V = (SDSIW)/R =
0.689
W GOVERNS
V = (SD1I)/RT, (Maximum) =
3.922
W
Distribution of Seismic Forces:
Diaphragm
DL
Area
wDL
Story
wjhjK
wx x K
Force F,
Sum
Level
(psf)
(tt-)
(kips)
Ht. (ft)
(k-ft)
£wihj"
(kips)
F.
Roof Framing
26
532
13.8
8
111
1.00
6.67
6.67
2nd Framing
0
0
0.0
0
0
0.00
0.00
6.67
£ = 13.8
Base Shear (ULT) = 9.53 kips
Base Shear (ASD) = 6.67 kips
Design Forces:
111 1.00 6.67
Diaphragm
wi
£wi
Fj £ Fj
£ Fj.wp
Fp, Min
Px Max
p,
Level
(kips)
(kips)
(kips) (kips)
£ w,
0.2S,slwpx
0.4S,slwpx
Govern
Roof Framing
13.8
13.8
6.7 6.7
6.7
2.00
4.00
4.00
2nd Framing
0.0
13.8
0.0 6.7
0.0
0.00
0.00
0.00
Seismic Design Loads L M
/V'(( its% 5�- � -�✓"� Date 9/12/2022 22m0,01
51'D..E WAY '°" °"�`"�°'"b
Tenure Kahn Residence
ENGINEERING Dare 13
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A l s 53Z k7-visewtL, _ IWO s#
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BY LFM
--
Proje No.
------
haw 10/04/22
22070.01
IDEWAY
Tenure Kahn Residence
--.___ —Date
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--
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2• 13 C
_.—___ —___— .-_.._—
ENGINEERING