APPROVED BLD RESUB 1-BLD2024-0288+Structural_CALCS .14.2024_2.41.22_PM+4324260P.O. Box 13423
Mill Creel, WA 98082
G52 �NGIN�Fi�✓
Civil d Structural Challenge d Success
BLD2024-0288
TEL: (425) 408-2748
info@cs2engineers.com
REVIEWED
BY
CITY OF EDMONDS
Structural Calculations
For
Installation of Restaurant Type 1 Hood
For Gyro Maker at Edmonds
10016 Edmonds Way #A
Redmond, WA 98020
G✓2 LNG INEFi�✓
Prepared By: Sung U. Cho, P.E.
Prepared Date: June 4, 2024
CS2 No.: 2425
RESUB
Jun 14 2024
.�
6/O6/2024
G52 LNG/N��RS Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
Civil S Structural gy. S. Cho Date: 6/4/2024
Challenge � 5ucce5a
Subject: Design Calculations Page:
SCOPE OF WORK
The scope of work includes the installation design for a Type I Hood system, including the
Exhaust Fan (EF) and Make-up Air Unit (MAU) as shown in the mechanical drawings by Great
Sun Corp, and an analysis of the existing roof structure. The existing roof structure consists of
two different types of roof construction. It appears the roof was modified when the building
was remodeled. The original roof structure was constructed with 4x6 T&G decking (actual size),
and a portion of the roof has been modified with 2x8 wood joist members at 24" o.c., spanning
between the 5-1/8"x16"glulam beams. The glulam beams are supported by steel columns at
middle of the building. The existing roof structure information is shown in the structural
drawing for reference. The existing roof is structurally adequate to handle the proposed new
loading conditions.
The type 1 hood will be laterally secured to the wall structure and gravitation loading will be
tranferred to roof strucure and bearing wall in between the hoods.
If the roof or floor has any other equipment installed other than this report shows, this report
is invalid and the additional structural analysis needs to be performed.
General contractor shall verify all existing dimensions, member sizes and conditions prior to
commencing any work. All dimensions of existing condition shown on the reference are
intended as guidelines only and must be verified infield. Any discrepancies shall be called to
the attention of the architect or engineer and shall be resolved before proceeding with the
work. Contractor shall provide temporary bracing for the structure and structural components
until all final connections have been completed in accordance with the plans.
Weight of Equipment (per GREAT SUN CORP.)
Type I Hood: 10-ft = 651 Ibs (Eton -Aire "5424 EX-2-PSP-F")
E.F.: EADU85H = 99 Ibs (Eton -Aire) for Kitchen Hood
M.A.U.: EA-Al-G10 = 245 Ibs (Eton -Aire) for Kitchen Hood
P.O. Box 13423 Page 1 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
Project: Gyro Maker Restaurant Hood Date: June 4, 2024
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2425 Page
Design Calculation for
Type 1 Kitchen Hood Installation
P.O. Box 13423 Page 2 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
G52 �NGIN��RS
Civil & Structural
Challenge & 5uccea5
Type 1 Hood Loading
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Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
By: S. Cho Date: 6/4/2024
Subject: Desian Calculations Paae:
1� a VNt/�
><�
STQL �
7t1 a QIIIYMI�l
g111� w A/1 OYCT
�� v
AIA yCNtf
Ta Stt t t
1�G STAtIlLS6
STS=1 TY1L I
GR[A3[t000
W "I
�� � ..
;ae•:r��
�U �1.E YT
1 3[CT10N ELEYAiION YEYr
��� acaiE:.K• = r
P =Loading on hanger rods (minimum 2 rods)
D =Loading on wall structure
Wt =Weight of Type 1 Hood = 651 Ibs (for 10-ft Hood)
P = 4t = 162.8 Ibs
zo• --�- +o' -�- ao'
to o•r+on.ilo 000-on.
P.O. Box 13423 Page 3 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
10016 Edmonds Way
Edmonds, Washington
98020
L
1���t S' S;y
Rcb�� �y�
v
!,
- n
tbtllrghim RA
I'• I 1 HO
�.n Rti
z -
- �i
� �S�
C
I. ...
Wind
c,�..,,t
\ I.V ��..�ai
cnwbl
Y
138th 11 S•N
c
ASCE Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.790308
Risk Category: II Longitude:-122.367385
Soil Class: D -Default (see Elevation: 318.28435779992856 ft
Section 11.4.3) (NAND 88)
Am on tls•`�'t �Y/
E
. 1.'r.t �I ���
- y � -
< D >
L
s
3
n
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Wed Jun 05 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Wed Jun 05 2024
Page 4 of 16
E®
AMERICAN SOCIETY OF CNIL ENGINEERS
Seismic
Site Soil Class: D -Default (see Section 11.4.3)
Results:
Ss
1.28
Sp,
N/A
S,
0.449
T L
6
Fa
1.2
PGA :
0.543
F„
N/A
PGA nn :
0.652
S nns
1.536
F PGA
1.2
Snn,
N/A
le
1
Sos �
1.024
C�
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Wed Jun 05 2024
Date Source:
USGS Seismic Design
Maps
https://ascehazardtool.org/ Page 2 of 3 Wed Jun 05 2024
Page 5 of 16
''ASCE®
AMERICAN SOCIEN OF CIVIL ENGINEERS
Snow
Results:
z
Ground Snow Load, p9 : 20 Ib/ft
Mapped Elevation: 318.3 ft
Data Source:
Date Accessed: Wed Jun 05 2024
Statutory requirements of the Authority Having Jurisdiction are not included.
Snow load values are mapped to a 0.5 mile resolution. This resolution can
create a mismatch between the mapped elevation and the site -specific
elevation in topographically complex areas. Engineers should consult the local
authority having jurisdiction in locations where the reported `elevation' and
`mapped elevation' differ significantly from each other.
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate fields) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
https://ascehazardtool.org/ Page 3 of 3 Wed Jun 05 2024
Page 6 of 16
G52 LNG/N��RS Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
Civil S Structural gy. S. Cho Date: 6/4/2024
Challenge � 5ucce5a
Subject: Design Calculations Page:
Wind Load Calculation for Other Structure
(Reference: IBC 2021, Chapter 1609 & ASCE 7-16, Chapter 29)
Design Wind Load (Open Buildings &Other Structure) „,„.�
Mean Roof Height, h, (ft) = 10
Building Width, B, (ft) = 50
Building Length L, (ft) = 120
RTU Top Elevation, H, (ft) = 13
Equipment Vertical Size, E, (ft) = See Af �
Equipment Width, D, (ft) = See Af I I
Gust effect factor, G = 0.85 �� t�
Net force coefficient, Cf = N/A ��
pX�VOM iRK[N
Projected area normal to the wind, Af, (ft2) = Af 1' `� ��* RIS[R a WDD
NRD fNl Ov OI.CRS�-
1 )?
Basic Wind Speed, Vas, (mph) @Risk Category II = 98
Exposure Category = B �_ r Y.
Risk Category= Standard -Occupancy Buildings = II I I
Wind Load Importance Factor, IW = 1.00 I I
Velocit ressure ex osure coefficient, K = 0.57 I I
YP p Z I I
Topographic Factor, KZt = 1.00 I I
Wind Directionality Factor, Kd = 0.95 - - - - -
mn vltx
Velocity Pressure, qZ, (Ib/ft2) = 0.00256KZKZtKdV2 = 13.31
Horiz. GCS=Max {min[2-Af / (B�h), 1.9], 1.0}. = 1.9 Ar, EF = 8.9 ftZ (Horiz.)
Vert. GCI =Max {min[2-Af / (B'L), 1.5], 1.0} = 1.5 At, eF = 5.6 ftZ (Vert.)
Design Lateral Wind Force, Fh= gZGC�Af, (Ib/ft) = 224.9 Ibs, (Horiz.)
Design Uplift Wind Force Fv = gZGC�Af, (Ib/ft) = 111.8 Ibs, (Vert.)
Exposure B
C
D
Height
h, (ft)
KZ
KZ
KZ
0-15
20
25
30
35
40
45
50
55
60
0.57
0.62
0.67
0.70
0.73
0.76
0.79
0.81
0.85
1.03
0.90
1.08
0.95
1.13
0.98
1.01
1.04
1.07
1.16
1.19
1.22
1.25
1.09
1.27
0.83
1.12
1.29
0.85
1.14
1.31
P.O. Box 13423 Page 7 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
G52 �NGINF�RS
Civil & Structural
Challenge & 5uccea5
Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
By: S. Cho Date: 6/4/2024
Subject: Desian Calculations Paae:
Wind Load Calculation for Other Structure
(Reference: IBC 2021, Chapter 1609 & ASCE 7-16, Chapter 29)
n Wind Load (Open Buildings &Other Structure)
Mean Roof Height, h, (ft)
= 10
Building Width, B, (ft)
= 50
Building Length L, (ft)
= 120
RTU Top Elevation, H, (ft)
= 13
Equipment Vertical Size, E, (ft)
= See Af
Equipment Width, D, (ft)
= See Af
Gust effect factor, G
= 0.85
Net force coefficient, Cf
= N/A
Projected area normal to the wind, Af, (ft2)
= Af
Basic Wind Speed, Vas, (mph) @Risk Category II = 98
Exposure Category = B
Risk Category= Standard -Occupancy Buildings = II
Wind Load Importance Factor, IW = 1.00
Velocity pressure exposure coefficient, KZ = 0.57
Topographic Factor, KZt = 1.00
Wind Directionality Factor, Kd = 0.95
Velocity Pressure, qZ, (Ib/ftZ) = 0.00256KZKZiKdV2 = 13.31
Horiz. GCS =Max {min[2-Af / (B"h), 1.9], 1.0}. = 1.9 Af, MAU -
Vert. GCr=Max {min[2-Af / (B*L), 1.5], 1.0} = 1.5 Af, MAU
Design Lateral Wind Force, Fh= gZGCrAf, (Ib/ft) = 317.7 Ibs, (Horiz.)
Design Uplift Wind Force Fv = gZGC�Af, (Ib/ft) = 286.4 Ibs, (Vert.)
Exposure B
C
D
Height
KZ
KZ
KZ
h, (ft)
0-15
0.57
0.85
1.03
20
0.62
0.90
1.08
25
0.67
0.95
1.13
30
0.70
0.98
1.16
35
0.73
1.01
1.19
40
0.76
1.04
1.22
45
0.79
1.07
1.25
50
0.81
1.09
1.27
55
0.83
1.12
1.29
60
0.85
1.14
1.31
12.6 ftZ (side)
14.3 ft2 (plan)
P.O. Box 13423 Page 8 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
G52 LNG/N��RS Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
Civil S 5tru�tural gy. S. Cho Date: 6/4/2024
Challenge � 5ucce5a
Subject: Desian Calculations Paae:
Per USGS Seismic Data
SS = 1.280 g SMS = 1.536 g Site Class = D (Per USGS)
S� = 0.449 g SM� = N/A g
ulate Seismic Desian Base Shear
Structure Height, hh, (ft) = 10 Attachment level
Sos = 2/3 SMS = 1.024 (per USGS)
Soy = 2/3 SM� = N/A (per USGS)
Risk Category= Standard -Occupancy Buildings = II
Seismic Design Category per Sps = D
Component amplification factor, ap
Component Importance factor, IP
Component operating weight, Wp
Component response modification factor, RP
Height of attachment /Mean roof height, z/h
Seismic Design Force, Fp = (0.4a„S„�Wo) (1+2xz/h)
RP/IP
Max. seismic design force, Fpmax — 1.6SosIpWP
Min. seismic design force, Fpm;,, = 0.3SosIPWP
= 2.5 (ASCE 7, Table 13.5.1 & 13.6.1)
= 1 (ASCE 7, Section 13.3)
= Wp (Ib)
= 6.0 (ASCE 7, Table 13.5.1 & 13.6.1)
= 1 (z/h need not exceed 1.0)
= 0.512 Wp
(Eq. 13.3-1)
= 1.638 WP (Eq. 13.3-2)
= 0.307 Wp (Eq. 13.3-3)
II Seismic Design Force, Fp = 0.512 �Np II
Weight of E.F. = 99 Ibs
Weight of MAU = 245 Ibs
Seismic Design Force, FpE.F. = 50.7 Ibs
Seismic Design Force, FpMA� 125.4 Ibs
F.)
P.O. Box 13423
Mill Creek, WA 98082
Page 9 of 16
TEL: (425) 408-2748
info@cs2engineers.com
G52 LNG/N��RS Project: Edmond Gyro Maker Type 1 Hood Installation
Client: Owner Job No.: 2425
Civil B Structural gy. S. Cho Date: 6/4/2024
Challenge & 5u�ce55
Subject: Design Calculations
Seismic Load Calculation for Components and System
uesign rarame[er
D = WP = Equipment Weight
E = pQE = pFP , (Ib/ft)
W = Fh= gZGC,Ar, (Ib/ft)
p = 1.0
EEF = 50.7 Ibs EMAU
W EF = 224.9 Ibs W MAU -
Exhaust Fan
D = WP = 99 Ibs
EEF = 50.7 Ibs
WEF = 224.9 Ibs
h = 30 in
b = 24 in
LC Load Combination a OTM
5a)
D+W
6746
5b)
(1.0+0.14Sos)D+0.7pQE
1064
6a)
D +0.75 W
5060
6b)
(1.0+0.105Sps)D+0.525pQE
798
7)
0.6D+W
6746
8)
(0.6-0.14Sps)D+0.7pQE
1064
Make-up Air Unit
D = WP = 245 Ibs
EMau = 125.4 Ibs
W Mau = 317.7 ft2
h = 30 in
b = 27 in
LC
Load Combination a
OTM
1)
D
N/A
5a)
D+W
9531
5b)
(1.0+0.14Sos)D+0.7pQE
2634
6a)
D +0.75 W
7149
6b)
(1.0+0.105Sps)D+0.525pQE
1976
7)
0.6D+W
9531
8)
(0.6-0.14Sos)D+0.7pQE
2634
(a) ASCE 7-16, Section 2.4 &Section 12.4
(b) Overturning Moment in (Ibs-in)
(c) Resisting Moment in (Ibs-in)
(d) Compressive force (C) _ (OTM+RM)/b in (Ibs)
(e) Uplift force (T) _ (OTM-RM)/b in (Ibs)
125.4 Ibs
317.7 Ibs
N
C � T
RM`°'
Comp. `°'
Uplift (T) `c'
(uplift force govern)
1188
50
-50
1188
331
232
1188
94
-5
1188
260
161
1188
83
-16
712.8
311
251
713
74
15
,.�
��„��,-
�
+""C': R�7
RM °
-�
Comp. Uplift (T) e
3308
123 -123
3308
476 231
3308
220 -25
3308
387 142
3308
196 -49
1985
427 280 (uplift force govern)
1985
171 24
Use minimum (4) #12 self -tapping screws
at each side for sheet metal connections &
use (4) 1/4" lag screws at each sides for
roof connection
P.O. Box 13423 Page 10 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
Project: Gyro Maker Restaurant Hood Date: June 4, 2024
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2425 Page
Analysis of Existing Structure
P.O. Box 13423 Page 11 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
P.O. Box 13423 Project Title:
G52 ENG/NPERS Mill creek, wA 9ao82 Engineer:
TEL. 425.408.2748 Project ID:
cneuenge a ���e55 - c���i a eeruee�rei info@cs2engineers.com Project Descr:
Wood Beam Project File: 2425 Edmonds Gyro Maker Hood EnerCalc.xlsx.ec6
LIC# : KW-06013944, BuiId:20.24.06.04 CS2 ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION: Existing 4x6 T&G decking with Exhaust Fan
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set :IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1,000.0 psi
E :Modulus of Elasticity
Load Combination :IBC 2021
Fb -
1,000.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
1,000.0 psi
Eminbend - xx 1,300.Oksi
Wood Species Douglas Fir -Larch (North)
Fc - Perp
1,000.0 psi
Wood Grade No. 1/No. 2
Fv
65.0 psi
Ft
65.Opsi
Density 34.Opcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.g495)
II D(0.015) S(0.025)
4x6
Span=12.Oft
Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250 , Tributary Width = 1.0 ft
Point Load : D = 0.04950 k @ 2.0 ft, (Exhaust Fan)
DESIGN SUMMARY
r�
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio = 0.551: 1 Maximum Shear Stress Ratio
Section used for this span 4x6 Section used for this span
(weak orientation)
fb: Actual =
823.23psi
F'b =
1,495.00psi
Load Combination
+D+S
Location of maximum on span =
5.781 ft
Span #where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.459 in Ratio =
Max Upward Transient Deflection
0 in Ratio =
Max Downward Total Deflection
Q.793 in Ratio =
Max Upward Total Deflection
0 in Ratio =
Maximum Forces &Stresses for Load Combinations
�• •
= 0.275 : 1
4x6
(weak orientation)
fv: Actual =
20.55 psi
F'v =
74.75 psi
Load Combination
+D+S
Location of maximum on span =
0.000 ft
Span #where maximum occurs =
Span # 1
Q >=240
Span: 1 : S Only
313 <240
n/a
181 >=180
Span: 1 : +D+S
Q <180
n/a
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.294
0.166
0.90
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.32
343.9
1,170.0
0.12
9.7
58.5
+D+S
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.551
0.275
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.77
823.2
1,495.0
0.26
20.6
74.8
+D+0.750S
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.470
0.239
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.66
703.2
1,495.0
0.23
17.8
74.8
+0.60D
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.099
0.056
1.60
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.19
206.3
2,080.0
0.07
5.8
104.0
Page 12 of 16
P.O. Box 13423
G52 PNG/NPER5 Mill creek, WA 98082
TEL. 425.408.2748
Challenge a eucce55 — civil a etru�tural info@es2engineers.com
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 2425 Edmonds Gyro Maker Hood EnerCalc.xlsx.ec6
LIC# : KW-06013944, BuiId:20.24.06.04 CS2 ENGINEERS
DESCRIPTION: Existing 4x6 T&G decking with Exhaust Fan
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.7934 5.956 0.0000 0.000
Vertical Reactions Support notation :Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.281
0.248
Max Upward from Load Combinations
0.281
0.248
Max Upward from Load Cases
0.150
0.150
D Only
0.131
0.098
+D+S
0.281
0.248
+D+0.750S
0.244
0.211
+0.60D
0.079
0.059
S Only
0.150
0.150
Page 13 of 16
P.O. Box 13423 Project Title:
G52 ENG/NPERS Mill creek, wA 9ao82 Engineer:
TEL. 425.408.2748 Project ID:
cneuenge a ���e55 - c���i a eeruee�rei info@cs2engineers.com Project Descr:
Wood Beam Project File: 2425 Edmonds Gyro Maker Hood EnerCalc.xlsx.ec6
LIC# : KW-06013944, BuiId:20.24.06.04 CS2 ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION: Existing 2x8 Joists +additional 2x8 Joist
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set :IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1,000.0 psi
E :Modulus of Elasticity
Load Combination :IBC 2021
Fb -
1,000.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
1,000.0 psi
Eminbend - xx 1,300.Oksi
Wood Species Douglas Fir -Larch (North)
Fc - Perp
1,000.0 psi
Wood Grade No. 1/No. 2
Fv
65.0 psi
Ft
65.Opsi
Density 34.Opcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.1628)
D 0,0.03
D(0.03) S(0.05)
2-2x8
Span = 12.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof loads)
Point Load : D = 0.1628 k @ 4.0 ft, (Type 1 Hood)
Varying Uniform Load : D= 0.0->0.0150 ksf, Extent = 1.0 --» 4.0 ft, Trib Width = 2.0 ft, (Parapet)
DESIGN SUMMARY
� - � •
Maximum Bending Stress Ratio =
0.535: 1
Maximum Shear Stress Ratio =
0.532 : 1
Section used for this span
2-2x8
Section used for this span
2-2x8
fb: Actual =
849.24psi
fv: Actual =
39.77 psi
F'b =
1,587.00psi
F'v =
74.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
5.168ft
Location of maximum on span =
0.000 ft
Span #where maximum occurs =
Span # 1
Span #where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Q.189 in Ratio =
Q >=240 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
760 <240 n/a
Max Downward Total Deflection
0.3gg in Ratio =
370 >=180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
Q <180 n/a
Maximum Forces &Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.369
0.360
0.90
1.00
1.00
1.00
1.200
1.00
1.00
1.15
1.00
458.4
1,242.0
0.31
21.0
58.5
+D+S
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.535
0.532
1.15
1.00
1.00
1.00
1.200
1.00
1.00
1.15
1.86
849.2
1,587.0
0.58
39.8
74.8
+D+0.750S
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 12.0 ft
1
0.472
0.469
1.15
1.00
1.00
1.00
1.200
1.00
1.00
1.15
1.64
748.8
1,587.0
0.51
35.1
74.8
+0.60D
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Page 14 of 16
P.O. Box 13423 Project Title:
- G52 PNG/NPERS Mill Creek, wA 98082 Engineer:
_TEL.425.408.2748 Project ID:
Challenge a eucce55 — civil a etru�tural info@cs2engineers.com Project Descr:
Wood Beam Project File: 2425 Edmonds Gyro Maker Hood EnerCalc.xlsx.ec6
LIC# : KW-06013944, BuiId:20.24.06.04 CS2 ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION: Existing 2x8 Joists +additional 2x8 Joist
Maximum Forces &Stresses for Load Combinations
Load Combination ax ress a ios omen a ues ear a ues
Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v
Length = 12.0 ft 1 0.125 0.121 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.60 275.0 2,208.0 0.18 12.6 104.0
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.3888 5.912 0.0000 0.000
Vertical Reactions Support notation :Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.622
0.546
Max Upward from Load Combinations
0.622
0.546
Max Upward from Load Cases
0.322
0.300
D Only
0.322
0.246
+D+S
0.622
0.546
+D+0.750S
0.547
0.471
+0.60D
0.193
0.147
S Only
0.300
0.300
Page 15 of 16
Project: Gyro Maker Restaurant Hood
Location: Edmonds, WA
Date: June 4, 2024
Prepared By: S. Cho
CS2 No: 2425 Page
Appendix
P.O. Box 13423 Page 16 of 16 TEL: (425) 408-2748
Mill Creek, WA 98082 info@cs2engineers.com
FOR QUESTIONS, CALL THE
Seattle Offlce
REGION 85
PHONES C425) 212 - 5996
EMAILi reg65@econalr,coro
HOOD INFORMATION
HOOD OPTIONS
✓OB Gyro Makers EdMonds
o '� eco n air LOCATION Edrlonds, WA, 98020
� DATE 3/1/2024 ✓OB 6654920
i�¢®�l®� ✓, DEG 1 DRAWN BYJDC-85
REY. SCALE 3/8' = 1'-0'
MAX
EXHAUST PLENUM
TOTAL
HOOD CDNFIG
RISERCS)
HOOD
TAG
MODEL M
NUFACTUR
RLENGTH
COOKING
TYPE
APPLIANCE
DESIGN
TOTAL
SUPPLY
HODD
END TO
WIDTH
LENG
HEIGHT DIA
CFM
VEL
SP
NO
TEMP
DUTY
CFM/FT
EXH CFM
CFM
CONSTRUCTION
END
ROW
5424
600
430 SS
1
ECON-AIR
10' 0'
I
HEAVY
240
2400
4' 14'
2400
2245
-0,768'
2160
ALONE
ALONE
EX-2-PSP-F
DEG
WHERE EXPOSED
FILTERS)
LIGHTCS)
UTILITY CABINETCS)
HOOD
TAG
EFFICIENCY @ 7
WIRE
FIRE
SYSTEM
ELECTRICAL
SWITCHES
FIRE
SYSTEM
HDOD
ANGIN
TYPE
SIZE
MODEL #
QUANTITY
NO
TYPE
QTY
HEIGHT
LENGTH
MICRONS
QTY
TYPE
GUARD
LOCATION
SIZE
PIPING
T
1
SS BAFFLE WITH
7
16'
16'
30%
3
L55 SERIES E26
NO
NO
651
HANDLES
LBS
HODD
TAG
OPTION
NO
INSULATION FOR TOP OF HODD,
1
INSULATION FOR HACK OF HODD,
HOOD
NO
TAG
POS
LENGTH
WIDTH
HEIGHT
TYPE
RISERCS)
WIDTH
LENG
DIA
CFM
SP
1
Front
120'
20'
6'
MUA
12'
26'
720
0,195'
MUA
12'
26'
720
0,195'
MUA
12'
26'
720
0,195'
® GREASE DUCT & CHIMNEY SPECIFICATI❑NSI
PR❑VIDE GREASE DUCT EQUAL T❑ EC❑N-AIR M❑DEL "EDW"
R❑UND 20 GAUGE 430 STAINLESS STEEL DUCTW❑RK, M❑DEL "EDW"
IS LISTED T❑ UL-1978 AND IS INSTALLED USING "V" CLAMP L❑(KING
C❑NNECTIDNS SEALED WITH 3M FIRE BARRIER 2000 PLUS, M❑DEL "EDW"
DDES N❑T REQUIRE WELDING PR❑VIDING IT HAS BEEN INSTALLED PER
THE MANUFACTURES INSTALLATI❑N GUIDE,
PR❑VIDE RATED ACCESS D❑❑RS AT EVERY CHANGE IN DIRECTI❑N AND EVERY 12' ❑N CENTER,
PER MANUFACTURES LISTING M❑DEL "EDW" H❑RIZ❑NTAL RUNS LESS THAN 75 FT. CAN BE
SL❑PED 1/16" PER 12", H❑RIZ❑NTAL RUNS M❑RE THAN 75 FT. CAN BE SL❑PED 3/16" PER 12",
DUCT SH❑ULD BE SL❑PED AS MUCH AS P❑SSIBLE T❑ REDUCE THE CHANCE ❑F GREASE
ACCUMULATI❑N IN H❑RIZ❑NTAL RUNS,
IF THE DUCT ❑R CHIMNEY IS WITHIN 18 INCHES ❑F C❑MBUSTIBLE MATERIAL, PROVIDE
UL-2221 ❑R UL-103 HT LISTED D❑UBLE WALL GREASE DUCT ❑R D❑UBLE WALL CHIMNEY
EQUAL T❑ EC❑N-AIR M❑DEL "EDW- 2R, 2R TYPE HT, 3R, ❑R 3Z" R❑UND 20 GAUGE 430
STAINLESS INNER DUCT INSULATED WITH A 24 GAUGE 430 STAINLESS ❑LITER SHELL,
EC❑N-AIR REC❑MMENDS THE USE ❑F LISTED,
PRE -FABRICATED R❑UND GREASE EXHAUST DUCT
T❑ REDUCE STATIC PRESSURE IN THE SYSTEM,
MINIMIZE INSTALLATI❑N AND INSPECTI❑N TIMES,
AND ENSURE DUCT IS LIQUID TIGHT
VERIFY CEILING HEIGHT
HEIGHT REQUIRED TO VERIFY THAT HOOD FTTS SPACE AND TO SIZE THE ENCLOSURE PANELS
� HVAC DISTRIBUTION NOTE �
HIGH VEL❑CITY DIFFUSERS ❑R HVAC RETURNS
SH❑ULD N❑T BE PLACED WITHIN TEN C10) FEET
❑F THE EXHAUST H❑❑D, PERF❑RATED
DIFFUSERS ARE REC❑MMENDED,
CUSTOMER APPROVAL TO MANUFACTURE:
APPROVED AS NOTED
❑
APPROVED WITH NO EXCEPTION TAKEN
❑
REVISE AND RESUBMR
❑
SIGNATURE
YOUR TTRE DATE
PATENT NUMBERS
AC-PSP (UNITED STATES) - US PATENT 7963830 B2.
AC-PSP WALL (CANADA) - CA PATENT 2620509.
AC-PSP ISLAND (CANADA) - CA PATENT 2520330.
1' LAYER ❑F INSULATION FACTORY
INSTALLED IN INTERNAL BACK STANDOFF.
MEETS 0 INCH REQUIREMENTS FOR
CLEARANCE T❑ COMBUSTIBLE SURFACES.
FIELD CUT
14' DIAMETER
54' U.L. LISTED L55 SERIES E26 CANOPY
LIGHT FIXTURE — HIGH TEMP ASSEMBLY.
28' 28' 28'
I � I
20' 1 '— -- 112'— - — — 112'— — i
-- — FJ ,,� ut --- 0'� 0®
i i i
20' �I� 40' j- 40' �I
10' O'NOM./10' 0.00'OD.
PLAN VIEW - HOOD �1
10' 0.00" LONG 5424EX-2-PSP-F
SUPPLY PLENUM
� - to TPI
HANGING ANGLE
sT� �RD
(HARDWARE BY INSTALLER)
a�omww°�sim
rur vnsrEx,
1/E' - t3 TPI
T,xnne s oom�w
stm xL-ttgrwa
1/E' - t3 TPI
T,xnne s oom�w
sTm roc rur.
suPPLr PLEMM
yr cRnne a
x�raaaG nnca.t:
aEmrt ec�xa+c
oomew sTm
rut vesrEx
xctot �rt
Pot swPLr
rLeaaa
yr r�nc s
oomwro
soa
PUT v�.srcrt.
1/¢' - 19 TPI
cxnne a amm�w
srm roc wr.
ASSEMBLY INSTRUCTIONS
HANGING ANGLE MUST BE SUPPORTED WITH 1/2' — 13 TPI
GRADE 5 (MINIMUM) ALL —THREAD. SANDWICH HANGING
ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5
(MINIMUM) STEEL FLAT WASHERS AND 1/2' — 13 TPI
GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE
DOUBLED HEX NUT CONFIGURATION ABOVE CEILING
ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS
ACCEPTABLE FOR PSP HANGING ANGLES. MAINTAIN 1/4' OF
EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE
ALL HEX NUTS TO 57 FT—LBS.
HDDD CORNER
�. _ 19 Ty
HANGING ANGLE
s m �w
(HARDWARE BY INSTALLER)
yr t;� e
omm.w sTm
FUT v�srot.
ve• - Is tPI
� s ammnw
STFEL N1-THEA0.
ve• - Is tPI
aasE s ammriw
srm roc wr.
yr maot: a
r® cotrm
tvrtrtas nxo.E
amm�w stm
FUT vAS1ER
�°� >r�
PmNf
roc tom.
1/Y fR/i➢E S
Q@JDIIA9
STEtl
MT VASIER.
1/Y - >8 TP[
fitROE 3 Q@IDIIRD
STEEL lo( MITS.
ASSEMBLY INSTRUCTIONS
HANGING ANGLE MUST BE SUPPORTED WITH 1/2' — 13 TPI
GRADE 5 (MINIMUM) ALL —THREAD. SANDWICH HANGING
ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5
(MINIMUM) STEEL FLAT WASHERS AND 1/2' — 13 TPI
GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE
DOUBLED HEX NUT CONFIGURATION BENEATH HOOD HANGING
ANGLES AND ABOVE CEILING ANCHORS. MAINTAIN 1/4' OF
EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE
ALL HEX NUTS TO 57 FT—LBS.
STF>:L
yr -
rxpoe
STm
yr -
sIm
FULL LENGTH
HANGING ANGLE
(HARDWARE BY INSTALLER)
HANGING ANGLE MUST HE SUPPORTED WITH 1/2' — 13 TPI
GRADE 5 (MINIMUM) ALL —THREAD. SANDWICH HANGING
ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5
(MINIMUM) STEEL FLAT WASHERS AND 1/2' — 13 TPI
GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE
DOUBLED HEX NUT CONFIGURATION ABOVE CEILING
ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS
ACCEPTABLE FOR FULL LENGTH HANGING ANGLES.
MAINTAIN 1/4' OF EXPOSED THREADS BENEATH BOTTOM
HEX NUT. TORQUE ALL HEX NUTS TO 57 FT—LBS.
L55 SERIES E26 CANOPY LIGHT FIXTURE -
HIGH TEMP ASSEMBLY, INCLUDES CLEAR THERMAL
AND SHOCK RESISTANT GLOBE CL55 FIXTURE),
FIELD CUT EXHAUST RISER,
HANGING ANGLE,
16' SS BAFFLE WITH
1' LAYER ❑F If�i�ii�r�lf��
INSTALLED IN 3' INTERNAL STANDOFF,
MEETS 0 INCH REQUIREMENTS FOR
CLEARANCE T❑ COMBUSTIBLE SURFACES,
IT IS THE RESPONSIBILITY
❑F THE ARCHITECT/OWNER T❑
ENSURE THAT THE HOOD CLEARANCE
FROM LIMITED -COMBUSTIBLE
AND COMBUSTIBLE MATERIALS
IS IN COMPLIANCE WITH
LOCAL CODE REQUIREMENTS,
GREASE DRAIN
WITH REMOVABLE CUP,
54'
HOOD T
EQUIPMENT
BY ❑THERS,
1' LAYER OF INSULATION FACTORY INSTALLED
ON TOP ❑F HOOD, MEETS 0 INCH
REQUIREMENTS FOR CLEARANCE T❑ COMBUSTIBLE
SURFACES,
ATTACHING
PLATESi
-- �'�
- 20'
24' NOM,
80'
SECTION VIEW - MODEL 5424EX-2-PSP-F
HOOD - � 9
FIELD CUT SUPPLY RISER
WITH VOLUME DAMPER,
23,5% OPEN STAINLESS
STEEL PERFORATED PANEL,
>,Iruerrcm >'eIv rAr�navemrnAr _ rnauaa��o�n
FAN
UNIT
TAG
QTY
FAN UNIT MODEL # MANUFACTURER
CFM
ESP
RPM
MOTOR
HP
BHP
PHASE
VOLT
FLA
DISCHARGE
WEIGHT
SONES
NO
ENCL
VELOCITY
CLBS)
1
1
EADUBSH ECON-AIR
2400
0,850
1524
TEAO-ECM
1,000
0,6360
1
115
11,6
759 FPM
99
16,6
1.lTld Fd IJ TAIFn RI.ld TTn IJ — .TAA�RR.r,QA9n
FAN
UNIT
TAG
QTY
FAN UNIT MODEL #
BLOWER
HOUSING
MIN
DESIGN
ESP
RPM
MOTOR
HP
BHP
PHASE
VOLT
FLA
MCA
MOCP
WEIGHT
SONES
NO
CFM
CFM
ENCL
<LBS)
2
1
EA-AI-G10
GIOD
AI
-
2160
0,500
959
TEAO-ECM
1,000
0,6990
1
115
11,6
15,6A
25A
245
a+�sr namrnrm
FAN
UNIT
NO
TAG
QTY
DESCRIPTION
1
HINGE KIT - SHIPS LOOSE FOR CURB SUPPLIED BY OTHERS
1
ECM WIRING PACKAGE - PWM SIGNAL FROM ECPMO3 PREWIRE CTELCO MOTOR), CCW ROTATION
1
1
GREASE BOX
1
FAN BASE CERAMIC SEAL - DU/DR85HFA - SHIP LOOSE - FOR GREASE DUCTS
1
2 YEAR PARTS WARRANTY
1
SIZE 1 UNTEMPERED COMMERCIAL DOWN DISCHARGE FOR BELT DRIVE AHUS
2
1
MOTORIZED BACKDRAFT DAMPER FOR SIZE 1 HOUSING - MEETS AMCA CLASS lA RATING
1
ECM WIRING PACKAGE -SUPPLY - PWM SIGNAL FROM ECPMO3 PREWIRE CTELCO MOTOR), CW
ROTATION
1
2 YEAR PARTS WARRANTY
Fd AT d/'/'F I.Q/)ATTiQ
EXHAUST
SUPPLY
FAN
UNIT
NO
TAG
GREASE
GRAVITY
WALL
SIDE
GRAVITY
MOTORIZED
WALL
CUP
DAMPER
MOUNT
DISCHARGE
DAMPER
DAMPER
MOUNT
1
YES
2
YES
FAN #1 EADU85H - EXHAUST FAN
30
IIL I
I
22 1!/2'
V / \,�
DUCTWORK BETWEEN
EXHAUST RISER ON HOOD
AND FAN CBY OTHERS),
31 7/8'
24 3/4'
FEATURES
- DIRECT DRIVE CONSTRUCTION WO BELTS/PULLEYS).
- ROOF MOUNTED FANS
- RESTAURANT MODEL.
- UL705 AND UL762 AND ULC-5645
- VARIABLE SPEED CONTROL.
- INTERNAL WIRING.
- THERMAL OVERLOAD PROTECTION (SINGLE PHASE).
- HIGH HEAT OPERATION 300•F C149•C).
- GREASE CLASSIFICATION TESTING.
- NEMA 3R SAFETY DISCONNECT SWITCH.
IXHAUST FAN MUST OPERATE CONTINUOUSLY
WHILE EXHAUSTING AIR AT 300•F C149•C)
UNTIL ALL FAN PARTS HAVE REACHED
THERMAL EBUILIHRIUM, AND WITHOUT ANY
DETERIORATING EFFECTS TO THE FAN VHICH
WOULD CAUSE UNSAFE OPERATION.
ABNORMAL FLARE-UP TEST
EXHAUST FAN MUST OPERATE CONTINUOUSLY
VHILE EXHAUSTING HORNING GREASE VAPORS
AT 600•F C316•C) FOR A PERO]D OF
15 MINUTES WITHOUT THE FAN BECOMING
DAMAGED TD ANY EXTENT THAT COULD CAUSE
AN UNSAFE CONDITION
❑PTIONS
- HINGE KIT - SHIPS LOSE FAR
CURB SUPPLIED BY OTHERS,
- ECM WIRING PACKAGE - PWM
SIGNAL FROM ECPMO3 PREWIRE
CTELC� MOTOR), CCW ROTATION,
- GREASE BMX,
- FAN BASE CERAMIC SEAL -
DU/DR85HFA - SHIP LOOSE -
FOR GREASE DUCTS,
- 2 YEAR PARTS WARRANTY,
FAN k2 EA-Al-G10D - SUPPLY FAN
1. DIRECT DRIVE UNTEMPERED SUPPLY UNIT WITH 10' BLOWER IN SIZE kl HOUSING WITH SPEED CONTROL, DISCONNECT SWITCH
2. INTAKE HOOD WITH EZ FILTERS,
3. DOWN DISCHARGE - AIR FLOW RIGHT -> LEFT.
4. DOWN DISCHARGE CONSTRUCTION FOR SIZE 1 UNTEMPERED BELT DRIVE AHUS.
5. MOTORIZED HACK DRAFT DAMPER 16' X 1H' FOR SIZE 1 UNTEMPERED UNITS W/EXTENDED SHAFT, STANDARD GALVANIZED
CONSTRUCTION, 3/4' REAR FLANGE, LOW LEAKAGE, TFB120S ACTUATOR INCLUDED.
6. ECM WIRING PACKAGE FOR SUPPLY MOTORS WITH PWM SIGNAL FROM ECPM03 PREWIRE.
7. HINGED DOUBLE WALL INSULATED DOOR ASSEMBLY (BURNER/BLOWER SECTION).
B. 2 YEAR PARTS WARRANTY,
HINDTEI SUPPLY DUCT MUST BE INSTALLED TD MEET SMACNA STANDARDS, A MINIMUM STRAIGHT DUCT LENGTH MUST BE MAINTAINED
DOWNSTREAM OF UNIT DISCHARGE AS OUTLINED IN AMCA PUBLICATION 201. WHEN USING RECTANGULAR DUCTWORK, ELBOWS MUST
HE RADIUS THROAT, RADIUS HACK WITH TURNING VANES. FLEXIBLE DUCTWORK AND SQUARE THROAT/SQUARE HACK ELBOWS SHOULD
NDT BE USED. ANY TRANSITION AND/OR TURNS IN THE DUCTWORK WILL CAUSE SYSTEM EFFECT. SYSTEM EFFECT WILL
DRASTICALLY INCREASE STATIC PRESSURE AND REDUCE AIRFLOW. DO NOT RELY ON UNIT TD SUPPORT DUCT IN ANY WAY. FAILURE
TD PROPERLY SIZE DUCTWORK MAY CAUSE SYSTEM EFFECTS AND REDUCE PERFORMANCE DF THE EQUIPMENT.
SUGGESTED STRAIGHT DUCT SIZE IS 14' x 14'.
27 3/8'
LffTING LUG.
3 3%4'
HLOVER DLSCNARGE. '"� "�
a{m nncuvn
7 1/a• —I
13 1/4'
L J
6 3/8'
FLEX
CDNDUlT
fTR F�LO
VppNG
76 1/2' —
1T 32 1/8'
AIRFLpV.
SERVICE AIRFLOV.
DISCpNNECT t�
29 3/4' HLOVER/ N70R'
ACCESS 0(OR
24' SERVICE
MINIMUM
STDUCTMT
PER AMCAx
�L-J
--� MIN. 14'
® GREASE DUCT & CHIMNEY SPECIFICATI�NSI
PROVIDE GREASE DUCT EQUAL T❑ EC�N—AIR MODEL 'EDW'
ROUND 20 GAUGE 430 STAINLESS STEEL DUCTWORK, MODEL 'EDW'
IS LISTED T❑ UL-1978 AND IS INSTALLED USING 'V' CLAMP LOCKING
C�NNECTI�NS SEALED WITH 3M FIRE BARRIER 2000 PLUS, MODEL 'EDW'
DOES NOT REQUIRE WELDING PROVIDING IT HAS BEEN INSTALLED PER
THE MANUFACTURES INSTALLATION GUIDE,
PROVIDE RATED ACCESS ODORS AT EVERY CHANGE IN DIRECTION AND EVERY 12' ❑N CENTER,
PER MANUFACTURES LISTING MODEL 'EDW' HORIZONTAL RUNS LESS THAN 75 FT. CAN BE
SLOPED 1/16' PER 12', HORIZONTAL RUNS MARE THAN 75 FT. CAN BE SLOPED 3/16' PER 12',
DUCT SHOULD BE SLOPED AS MUCH AS PASSIBLE T❑ REDUCE THE CHANCE ❑F GREASE
ACCUMULATION IN HORIZONTAL RUNS,
IF THE DUCT ❑R CHIMNEY IS WITHIN 18 INCHES ❑F COMBUSTIBLE MATERIAL, PROVIDE
UL-2221 ❑R UL-103 HT LISTED DOUBLE WALL GREASE DUCT ❑R DOUBLE WALL CHIMNEY
EQUAL T❑ EC�N—AIR MODEL 'EDW— 2R, 2R TYPE HT, 3R, ❑R 3Z' ROUND 20 GAUGE 430
STAINLESS INNER DUCT INSULATED WITH A 24 GAUGE 430 STAINLESS ❑LITER SHELL,
CUSTOMER APPROVAL TO MANUFACTURE:
APPROrID AH NOTED ❑
APPROrID MIIN HB E%CFPOON TNON ❑
icwE Arm BEsuBRp ❑
sNxArugE
MIIR TIME
GREASE
HD%
COVER.
GREASE
PIPE.
GREASE BOX INSTALLATION
e� CLOSED POSITION
GREASE J OPEN POSITION
PARTS INCLUDED �� Mug
GREASE BOX.
GREASE Hm( COVER
F1tEASE PIPE. GREASE BOX FlELD INSTALLATION
SMELT METAL SCREVS
3 - L.pNG q/4' LGJ. $7EP 11
ATTACH GREASE HOX COVER Tp THE CURB,
kELD 3. OIMENSDIN AS SF�VN ON PIG 1.
SLREY GREASE BO!( COVER Tp CURB USING q) LplG q/V LGJ
SCREVS AS SHOVN ON PIG B
PIC• 1 CURB
3 i �� PIC. 2
_``J "`"„
CURB.
GREASE � `` "`
HDX GREASE
COVER. BD)(
ShP 21 COVER
ATTACH GREASE HD1( Tp GREASE HO% COVER, SL[DE AN➢ DROP.
AS SHpVN ON PIG 3.
CUR& GREASE
PIC. 3 epO�ER,
SE Bm(. O
STEP 3) P1C'-4
DISTN.L GREASE PIPE AS SHDVN W PIC. 4.
CitEASE PIPE.