BUP2023-00171 (2) FOR OFFICE USE ONLY—SITE ADDRESS: .1500 l D v e.d 1 SO
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City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
■illig ~ Trans
mittal Letter
T I G,A It D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: DATE RECEIVED:
DEPT: BUILDING DIVISION RECEIV D
FROM: K 0, yv, F FR 2 7 2021'
COMPANY: Ka/7 (on 41 y' u c-- 71-,'oi--f .CITY OF TIG/�RU
at I,1 ninlr nhi crnt
PHONE: So 3"- 3` 8 6 7 l ' - By: .. .
EMAIL: Kci. de ,7 04 y a(4 op . Cd;/-7
RE: 7500 S kJ D -I- 0,2-4-6 s-14-(S° 4P 3- oo (71
(Site Address) (Permit Number)
fly - irc�1,`?df,7
(Projec name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
Additional set(s) of plans. T5 Revisions: rr.-'rvc s bear We(I 4 ,vi 5 4//wew
Cross section(s) and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. Engineer's calculations.
Other(explain):
REMARKS:
FOR OFF CE USE ONLY
Route o Permit Technician: Date: 3-3-- .1 Initials: 1
Fees Due: Yes ❑ No Fee Description: Amount Due:
J /-,I r pi .--NA rca-V i e,,./ $ 9 0 --
$
$
$
Special
Instructions:
Reprint Permit (per PE): ❑ Yes N No ❑ Done
Applicant Notified: i Date: -1'74/Pt Initials: .. .
I:\Building\Forms\TransmittalLetter-Revisions 073120.doc
gu('2o23-ootl
REVISION
Butler 12501 SE Scott Creek Lane,• F , ,
Happy Valley,Oregon 970t1!6 �^.,s/ a �
Consulting, Inc. (503)658-0200
mark@bciengineering.com <-. 7 2024
CITY OF TIGARD
STRUCTURAL CALCULATIONS VILDINGDNISION
Kyuramen Tenant Improvements
7500 SW Dartmouth Street
Tigard, Oregon f CO
PV
Kaly Construction&Design
Job Number 27-0923-127
s.okucTURA4
PROrFss
14855
I
OREGON
,,ir E . B y-c
EXPIRES 12-31-2025
February 21, 2024
Contents:
Project Overview 1
Configuration 2
Vent Hoods 3
Torii Display 4
Honeycomb Seating Enclosure 5
Lateral Loading 6
Shear Walls 9
Shear Wall Footings 11
Connection to Roof Framing 12
Job No. 27-0923-127 February 21, 2024
Kyuramen Tenant Improvement Page 1
Kaly Construction& Design
STRUCTURAL CALCULATIONS
DESIGN CRITERIA:
These revised calculations are for the structural requirements of the tenant improvements for
Kyuramen in the existing building located at 7500 SW Dartmouth Street in Tigard, Oregon. The
structural aspects of the work includes the following:
1. Framing for a new vent hood
2. Support of new architectural features.
3. Restoring the structural integrity of the lateral force resisting system in the north-south
direction due to the removal on an interior shear wall.
All new structural components were designed in accordance with the 2022 Oregon Structural
Specialty Code and ASCE 7-16. See the architectural plans by Kaly Construction &Design for
all plan dimensions and finishes.
Loading:
Roof 12 psf DL + 25 psf Snow
Exterior walls 14 psf
Exterior walls w/Veneer 49 psf
Interior partitions 8 psf
Vent Hood#1 1,003 lb
Vent Hood#2 476 lb
Vent Hood#3 898 lb
Torii Display 200 lb
Honeycomb seating Enclosure 6,745 lb
Assumed Soils Properties
Allowable Soil Bearing 3,000 psf per original construction documents.
Seismic:
Base Shear: E = F SDs /R W Eq 12.14.8, ASCE 7-16 simplified design procedure
Site Class D
Seismic Design Category D
F = 1.0— 1-story Building
Ss = 0.940 Per USGS Seismic Hazard map for
Si = 0.391 JLat. 45.4530°, Long 122.7537°
SDs = 2/3 FaSs = 2/3 x 0.940 x 1.20 = 0.752
R = 3.5 Ordinary Moment Frame of original construction
W = Structure Weight
E = (1.0)(0.752)(1.0)/3.5 W = 0.215 W
Wind:
Use simplified method per ASCE 7-16 Section 28.5
98 mph 3 second gust per OSSC Table 1609.3 Risk Category II, Exposure B
Load Combinations:
D + L+ (0.6W or 0.7 E)
0.6 D±(0.6W or 0.7E)
Sheet 2
Butler Job No.27-0927-127 Project Kyuramen Tenant Improvement Date 2/21/24
Consulting, Inc. Client Kaly Design& Construction Subject Configuration By MEB
Rev Description By Date
I I I I 0 I I I I �o
i , i 1 SHEAR WA5L 1 i 1
O — — j i TO REMAIN j. I' ._.............L.L 0
III � �
1 . I I . I . I . I I I I ' I I . I I I
I I I I I I I I I I I Erl I I I I , NWSIARYthLtrll I I I
O — — — 1,,, H'S6x5.,T ES EL
— C..LUM EAD — I O
H11:T0I i : ii iiiiii iiii i •
i i 1111111 NESH R WILL w/HS x5TUB STEEL 1 1
II mil mil I I COLUMN FAA ENC i i i
° 4 IL _ - _ i - . - �
b b b b b b b b b ,o
ROOF FRAMING PLAN
f I I I I
)
I 'NT H000 VENT Hi OD E
i
VENT OOD t ! 1 rr
.
Lj. • 7 I I I
JAPANISE TORII D PLAY
i___.__1___+______k_ _____
1 ! 1 ! ! !
1 ___1___. _____...4._____
� !
I o NEWISHEAR WALL w/
I �HSSix5xsTUB STEEL I
A'b I COL MN EA EN
9
EI CLOSURE Y 0 HERS = I — I i
•
I I
j
KYURAMEN FLOOR PLAN
Sheet 3
Butler Job No. 27-0923-127 Project Kyuramen Date 9/29/23
Consultin , Inc. Client Kaly Construction & Design Subject Vent Hood By MEB
Vent Hoods
Vent Hood 1 1,003 lb Customer Side
Vent Hood 2 476 lb Prep Side - Left
Vent Hood 3 898 lb Prep Side - Right
Hang from added ceiling joists between partition walls
CO u m m
Vent 1 Vent
Hood 2 � Hood 3
Vent
_ . _ Hood 1
B3
Beam B1 B2 B3
Span = 9.50 ft 9.50 ft 19.00 ft
OH = - ft - ft - ft
P1 = 119.0 lb VH3 224.5 lb VH2 250.8 lb VH2
X- P1 = 5.00 ft 5.00 ft 6.50 ft
P2 = - lb - lb 250.8 lb
X- P1 = - ft - ft 18.33 ft
R1 = 56.4 lb 106.3 lb 173.8 lb
R2 = 62.6 lb 118.2 lb 327.7 lb
Section 800S200-33 800S200-33 (2)800S200-33
MMax= 281.8 ft-lb 531.7 ft-lb 1,129 ft-lb
fb = 2,576 psi 4,860 psi 5,161 psi
Ox = 0.026 in 0.050 in 0.210 in = 2L/1.086
Use 800S200-33 Use 800S200-33 Use (2) 800S200-33
Sheet 4
Butler Job No. 27-0923-127 Project Kyuramen Date 10/1/23
Consultin , Inc. Client Kaly Construction &Design Subject Seismic Anchorage By MEB
Seismic Anchorage
Seismic Loading
FP = 0.4R S„sW (1 + 2z/h)
P P
aP = 1.00
RP = 2.50
1p = 1.00
Fa = 1.194 per USGS Seismci Hazard Map for
SS = 0.940 a Lat 45.4530°, Long 122.7537°
Sos = 0.770
h = 22.00 ft
Vent Hoods Vent Hood 1 Vent Hood 2 Vent Hood 3
W = 1,003 lb 476 lb 898 ;b
z = 8.67 ft 8.67 ft 8.67 ft
RT°p - 0.7FP = 155 lb 73 lb 138 lb
RTOP = 30.5 lb 14.5 lb 27.3 lb
RBOt = 46.9 lb 22.2 lb 42.0 lb
`" I V MMax = 406.2 ft-lb 192.7 ft-lb 363.6 ft-lb
00 Section 550S162-43 550S162-43 550S162-43
RBA ao
fb = 7,157 psi OK 3,396 psi OK 6,408 psi OK
Japanese Torii Decoration
Designed by others
Design attachment to wall
Component Section Length ! Unit Wt Qty ' Weight Height 1 Wt x Ht
1
Curved Top Boards4x12 15.5 9.57 ' 2 ' 297 10.29 3,053
Top Beams 8x14 12.21 24.6 1 1 300 9.56 2,871
Mid-Beam 8x8 1 10.5 ! 13.7 1 144 6.875 989
Posts '12x12 i 10.25 1 32.1 2 1 658 ' 5.125 3,373
Total 1,399 7.35110,286
Trib Wt = 699 lb
RTOP-. z = 7.35 ft
0.7FP = 80 lb
Brace @ ea post
cV0 ES
i i .c V RTOP = 13.4 lb
`o. RBOt = 26.8 lb
RB. r--
MMax = 197.0 ft-lb
Stud 550S162-43
fb = 3,471 psi OK
Sheet 5
Butler Job No. 27-0923-127 Project Seismic Anchorage Date 10/1/23
Consultin , Inc. Client Kaly Construction & Design Subject Vent Hood By MEB
Seismic Anchorage (Cont)
Honeycomb Seating Enclosure
Framing designed by others
Design attachment to floor
Component Section Length Unit Wt Qty Weight Height Wt x Ht
j (ft) j (plf) j (lb) (ft) ft-lb
Upper Steel Frame1C4x7.25 23.94 7.25 2 347 9.52 3,305
Upper Joists 2x4 21.21 1.3 8 221 11.5 2,537
Upper Cover 1/2" P/W 9.28 2 1 19 12.9 239
Upper Rear Cover 1/2" P/W 43.1 2 1 86 9.52 821
Lower Steel Frame C4x7.25 17 7.25 4 493 3.52 1,735
Lower Joists 2x4 17 1.3 12 265 2.92 774
Lower Cover Joists 2x4 3.375 1.3 12 53 6.19 ; 326
Lower Cover 1/2' P/W 16.17 2 1 32 6.4 207
Lower Rear Cover 1/2" P/W 42.24 2 1 84 3.04 257
Lower Floor Joists 2x4 17 1.3 12 265 0.15 40
Lower Floor Cover 1/2" P/W 16.17 2 1 32 0.33 I 11
Total 1,898 5.40 10,251
Int.Cover 2x4 Deck 8.82 7.25 1 4 6.375 28
Int. Floor Frame C4x7.25 3.21 7.25 4 93 9.73 906
Int Floor Joists 2x4 3.21 1.3 11 46 2.92 134
Int. Floor 1/2" P/W 15.38 2 1 31 3.17 98
Int. Rear Cover 12x12 41.86 2 1 84 5.92 496
Stairs 2x Treads 13.52 8 1 108 1.59 171
Railing 2x 20.55 4 2 164 4.13 678
Total Interior 530 4.73 2,511
Ends Interior
Trib Wt = 949 lb 1,214 lb
z = 5.40 ft 5.26 ft
w Fp (Ult) = 174 lb (Ult) 221 lb (Ult)
MOT = 5,126 ft-lb 6,381 ft-lb
X = 2.67 ft-lb 2.67 ft-lb
RDA = 474.4 ft-lb 607.0 ft-lb
Re. • RE = 1,920 lb 2,390 lb
X R 1.1 D + E = 2,442 psi OK 3,058 psi OK
R R R 0.9D - E = (1,493) psi OK (1,844) psi OK
Use (2) 1/2" x 4" screw anchors
See Simpson Anchor designer printout in appendix
Sheet 6
Butler Job No 27-0923-127 Project Kyuramen Date 2/19/24
Consulting, Inc. Client Kaly Construction & Design Subject Lateral Loading By MEB
SEISMIC LOADING:
Design new 'shear walls to replace the capacity of the removed shear wall.
The existsing wall carries roughly half of the north-sout lateral loads.
2 new shear walls have been designed to restore that lateral force resisting system.
10' of the existing wall is to remain in place and will carry a greatly reduced lateral load.
Use Simplified lateral Force Analysis Procedure from ASCE7-16, 12.14.8
Ss = 0.940 per USGS Seismci Hazard Map for
Si = 0.405 Lat 45.4530°, Long 122.7537°
Fa = 1.20 Site Class D, Table 14.4
Fv = null Site Class D, Table 11.4-2
SMs = Fa Ss = 1.128
Sps = 2/3 SMs = 0.752 Seismic Design Category"D"
E = F Sps / R W Eq 12-14.11, simplified analysis procedure
F = 1.00 1-story building (considering basement as a floor) j
R = 3.5 Per original structural drawings by BCRA for ordinary steel moment frames
E = 1.2x0.729 /3.5W = 0.215 W
Vseis = 0.215W x 0.7 = 0.1504 W (Allowable Stress Design)
Estimated Weights
Roof: EISF Walls Veneer Walls
Membrane 1 psf 1/2" P/W 2 psf 1/2" P/W 2 psf
Insulation 4 psf 5/8 GWB 2.5 psf 5/8 GWB 2.5 psf
Decking 2.2 psf 2" EIFS 2.5 psf Veneer 39 psf
Trusses 2 psf (2) Studs 2.5 psf Steel Studs 1.25 psf
Beams 2 psf Insulation 4 psf Insulation 4 psf
Total 11.2 psf Total 13.5 psf Total 48.75 psf
Use 12.0 psf Use 14.0 psf Use 49 psf
Component Length Width Unit wt Wt Story
(ft) (ft) (psf) (kips) Shear
Roof Roof 199.67 60.08 12.00 144.0
Canopies 274.00 5.50 8.00 12.1
South Wall EIFS Wall 202.33 14.74 14.00 41.8
Storefronts 158.83 3.27 8.00 4.2
Veneer 51.50 12.09 49.00 30.5
South Wall EIFS Wall 201.33 12.21 14.00 34.4
Storefronts 250.00 2.94 8.00 5.9
Veneer 79.00 2.94 1 49.00 1 11.4
Partitions 549.50 11.50 8.00 1 50.6
Partitions 118.00 3.13 8.00 3.0
Subtotal 33.00 i 337.6 50,777
Sheet 7
Butler Job No 27-0923-127 Project Kyuramen Date 2/18/24
Consulting, Inc. Client Kaly Construction &Design Subject Lateral Loading By MEB
Wind Loading
Use simplified wind load method per 28.5 ASCE 7-16
Ph = XKn Ps3o Eq 28.501
= 1.0 Mean Roof Height< 30')
Kn = 1.0 Topographic factor
V = 97 mph for Washington County per OSSC Table 1609.3 for Risk Category II
Roof Pitch Flat
p30 = Zone A 14.33 psf
Zone B 7.42 psf
Zone C 9.52 psf
Zone D 4.40 psf
Conversion to ASD 0.60
Least horizontal dimension 62.67 ft a = 6.27 ft
South Elevation
Flat Roof
X Wall Roof ph Zone A/B (ASD) ph Zone C/D (ASD)
w� = 0 15.96 - 137.24 plf 91.16 plf
w2 = 27.5 16.57 - 142.49 plf 94.65 plf
w3 = 0 17.19 - 147.82 plf 98.19 plf
w4 = 6 23.27 - 200.10 plf 132.92 plf
w1 �� W2 W3 w2 w4
t 106'-1" t2'-4-111' 85'-1"
5,572 lb 5,275 lb 338 lb 5,465 lb 6,167 lb
Sheet 8
Butler Job No 27-0923-127 Project Kyuramen Date 2/19/24
Consulting, Inc. Client Kaly Construction & Design Subject Lateral Loading By MEB
Lateral Load Distribution
Distribute Lateral Loads by tributary area
Redundancy Factor p = 1.0 for simplified method
Wall Wind Seismic VW,ii
Trib Area I Load
(Ib) (sq ft) (lb) (Ib)
North-South Direction
Wall 1 5,572 3,361 13,055 13,055
Wall 5.8 5,275 3,584 13,921 13,921
Wall 6.0 338 213 826 826
Wall 6.2 5,465 2,937 11,408 11,408
Walk! 10 6,167 2,978 11,567 11,567
Total E-W 22,816 13,071 , 50,777
Compare to oirignal design
Grid 6 shear wall Sureboard 200 #10 screws @ 3" spacing attached to 18 ga studs
Capacity 858 plf
Length 30.21 ft
Capacity 25,920 lb vs 26,155 lb for walls 5,8, 6.0 & 6,2 within 1% OK
Butler lob No 27-0923-127 Project Kyuramen Sheet 9
Date 2/19/24
Consulting, Inc. Client Kaly Construction&Design Subject Shear Walls By MEB
Shear Walls
Wall Unit Shear v; = V;/ EL; Shear Wall Plate Attachment:
Overturning MOT = L; v; H pnb = C mf d t F„ AISI Eq J3.3.1-1
Overturning Resist. MRes = WDL L;2/2 d = 0.5 in
Net Uplift Pup;;h = (MOT-0.6 MRes)I(L;-3") t = 0.054 in
H = Height of wall panel C = 3.000 for d/t < 10
L; = Length of wall panel mf = 1
wm_ = Dead load trib to wall F„ = 62 ksi
S2 = 2.5
Pnb = 2,009 lb
Shear Wall Schedule
Type Sheathing Panel Nailing Capacity Plate Attachment
Edges 'I Field (ptf) Anchor Bolts
Existing Sure-Board 200 #10 @ 3" #10 @ 12" 842 5/8"4)@ 8"
New P/W 7/16" Plywd, ea side #10 @ 4" 8d @ 12" 988 s/a"4)screw anchor
@12"
Adjust seismic shear capacity by 2L/H for H/L < 3.5
Roof DL 12 psf
Wall DL 8 psf
Parameter Wall 5.8 I Wall 6 1 Wall 6.2
"Wind (Ib) 5,275 338 5,465
Vseis (lb) 13,921 826 11,408
Wall Length Li(ft) 16.50 10.00 14.00
Vi(lb) 13,921 826 11,408
Unit Shear Wind(plf) 319.7 33.8 390.3
Unit Shear Seis(plf) 843.7 82.6 814.8
Wall Type New P/W Existing New P/W
Wall Height H (ft) 23.00 23.00 23.00
Adjusted allow Seis shear 1,064.0 746.1 1,064.0
MOT (ft-lb) 320,186 19,009 262,373
Roof Trib Width (ft) - 8.00 -
Wall Trib Height(ft) 23.00 23.00 23.00
MRes (ft-lb) 25,047 9,200 18,032
Pup (Ib) 18,779 1,384 18,295
Simpson Holddown S/HDU9 S/HDU6 S/HDU11
Sheet 10
Butler Job No 27-0923-127 Project Kyuramen Date 9/16/13
Consulting, Inc. Client Kaly Construction & Design Subject Shear Wall Strapping By MEB
Shear Walls End Struts
Design vertical end chords for expected strength VE of shear wall < D,,Vn
VE Expected strength VE + 1.8 V,
Wall Wall 5.8 WaIl 6 Wall 6.2
vn = 988 plf 842 plf 988 plf
L = 16.50 ft 10.00 ft 14.00 ft
VE = 1.8Vn L = 29,344 lb C=3 15,156 lb 24,898 lb
= no Vn = 34,803 lb 2,066 lb t=I 28,519 lb
Height 23.00 ft 23 ft 23 ft
MOT = 674,903 ft-lb 47,524 ft-lb 572,645 ft-lb
MRes (ft-lb 25,047 ft-lb 9,200 ft-lb 18,032 ft-lb
Chord Comp 40,903 lb 4,752 lb 40,903 lb
L 1 Uplift 39,992 lb 4,200 lb 40,130 lb
R R Holdown HSS6x5x5/16 S/HDU6 HSS6x5x5/16
Member HSS6x5x5/16 (2)600S162-43 HSS6x5x5/16
Fy = 42,000 psi 33,000 psi 42,000 psi
A = 5.85 in2 0.826 in2 5.85 in2
r = 1.95 in 2.059 in 1.95 in
KI/r = 141.54 134.05 141.54
Fe = 14,287 psi 15,929 psi 14,287 psi
Fir = 0.877 Fe = 12,530 psi 21,391 psi 12,530 psi
Pn = Fcr A/ 1.67 = 43,892 lb OK 10,580 lb OK 43,892 lb OK
Anchor Bolts Anchor Bolts (4)PAB7x15 5/8" 4)x 10"embed (4)PAB7x15
Steel Strength 80,884 lb 9,833 lb 80,884 lb
Concrete Breakout 40,785 lb 5,929 lb 40,785 lb
Adhesive 51,219 lb 7,141 lb 51,219 lb
DCR 0.981 < 1.0 OK 0.708 < 1.0 OK 0.984 < 1.0 OK
Use HSS6x5x5/16 Use(2)600S162-43 Use HSS6x5x5/16
w/(4)PAB-12"embed w/5/8" 4)x10"embed w/(4)PAB-12"embed
Shear Wall Connection to Column
Stitch weld end steel stud to column w/ 2-12 1/8"fillet weld each side
1/8" Weld capacity = 544 plf
Req'd weld length = 75.2 in
Use 2-12 x 1/8" stitch weld ea side = 2" x 2 sides x 23' = 92" OK
Top Plate Connection
Use C6x10.5 cont. steel channel.
VE = 1.8Vn L = 1,778 plf
#10 screws in 54 mil track 370 lb
Use#10 screws @ 4" o/c in 2 rows
Butler Sheet 11
Job No 27-0923-127 Project Kyuramen Date 2/19/24
Consulting, Inc. Client Kaly Construction& Design Subject Anchor Bolts By MEB
Shear Wall Footings
Wall 5.8 Footing
MOT = 320,186 ft-lb ( ASD)
Component Length Width Height Unit DL Weight CG Wtx CG
(ft) , (ft) (ft) (psf) (Ib) (ft) (ft-lb)
Shear Wall 16.50 1.00 23.00 8 3,036 13.00 I 39,468
Footing 26.00 3.33 2.00 145 25,108 13.00 326,407
Slab 28.00 2.00 ; 0.33 , 2,680 13.00 34,835
Total i j 30,824 j 13.00 I 400,709 > MOT OK
Soil Bearing
P/A +/ Mc/I Max Min
356 853 1,209 -497
IPDL
MOT = PDL (L/2 -X/3)
1< ( °Max L = 26.00 ft
X = 1.5L-3MoT/PDL= 7.84 ft
< L QMax = 2 PDL /X/W = 3,933 psf< 1.33 x 3,000 OK!
Wall 6.2 Footing
MOT = 262,373 ft-lb ( ASD)
Component Length ' Width Height Unit DL Weight CG Wtx CG
(ft) I (ft) (ft) (psf) (lb) (ft) (ft-lb)
Shear Wall 14.00 I 1.00 23.00 8 2,576 10.50 27,048
Footing 21.00 I 3.33 2.00 145 20,280 10.50 1212,937
Slab 23.00 2.00 0.33 145 2,201 10.50 23,112
Total 1 25,057 10.50-- - -263,096 > MOT OK
Soil Bearing
P/A +/ Mc/I Max Min
358 1,072 1,430 -714
1PDL
MOT = PDL (L/2 -X/3)
QMax L = 26.00 ft
X X = 1.5L-3MoT/PDL= 7.59 ft
< L QMax = 2 PDL /X /W = 3,303 psf< 1.33 x 3,000 OK!
Sheet 12
Butler Job No 27-0923-127 Project Kyuramen Date 2/19/24
Consulting, Inc. Client Kaly Construction & Design Subject Anchor Bolts By MEB
Connection to roof diaphragm
Design strut to span between exist truss and drag beam
P�
j L1
T Span
R2
Grid 5.8 Grid 6.2
Span 6.67 ft 6.67 ft
L1 = 4.17 ft 3.88 ft
VE = 29,344 lb 24,898 lb
Struts 3 3
P / strut 9,781 lb 8,299 lb
R1 = 3,668 lb 3,476 lb
R2 = 6,113 lb 4,824 lb
MMaX = 25,471 ft-lb 18,692 ft-lb
Section C10x20 C10x20
f„ = 1,613 psi OK 1,273 psi OK
fb = 19,345 psi OK 14,196 psi OK
Ox = 0.089 in OK 0.065 in OK
Use C10x20 Channel Use C10x20 Channel