Specifications FOR OFFICE USE ONLY—SITE ADDRESS: m the Tri County area for transmitting information.
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City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
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Transmittal Letter
ti rd-or.f;ov
T l(;A R rl 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • wwwa t
DATE RECEIVED:
TO: DiannaOmelas ,+,a�
DEPT: BUILDING DIVISION
SEP 21 2020
FROM: Kathleen Buono
CITY OF 71GA1,10
coMPANY: Perlo Construction BUILDING DIOit`.
PHONE: 503-624-2090 By:
EMAIL:
kbuono@perlo.biz
BUP 2020-00105
RE: 16100 SW 72nd Avenue (permit Number)
(Site Address)
Moda Partners Inc.Tenant Improvement
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS: Copies Description•
Copies Descritpti<ori Design drawings for OleanAir clean room
2 Revisions.
_ Additional set(s) of plans. 2 Wall bracing and/or lateral analysts.
_ Cross section(s)and details. Basement and retaining walls.
Floor/roof framing. 2-- Engineer's calculations.
Beam calculations.
2 Other(explain):Specifications for laminar Hoods and Compounding Hood
REMARKS:
FOR OFFICE USE ONLY Initials:
Route to Permit Technician: Date: O— a0 Amount Due:
Fees Due: Yes ❑No Fee Descri tion: --
.� r�1 -G., c $
$
Special
Instructions: No Done
Re riot Permit er PE : ❑Yes Initials:
A licant Notified: Date:
r-VRuildine\Forms\Transmi ll-etter-Revisions 073120.doc
Daniel Geers, PE, SE
5640 Frantz Road Dublin, Ohio 43017 RPr
..�NE
614-766-0066 SEP 2 1 'k`2020
'f F=s
CITY OF C�
pilil t ! ('- niVISION
September 16, 2020
Anthony Ticknor
QleanAir Scandinavia
8445 Rausch Dr.
Plain City, OH 43064
Re: QleanAir— MODA Cleanroom
Job Number: 20.34.091
Dear Mr. Ticknor:
I have prepared the following calculations for the anchorage of the QleanAir cleanroom
for MODA in Portland, OR. The attached calculations are based upon the 2019 Oregon
Structural Specialty Code which is based on the 2018 International Building Code.
As indicated in the last detail, anchor each of the X-bracing locations to the existing slab
on grade as shown.
If you have any questions regarding these anchorage calculations, please call.
Sincerely,
Daniel Geers, PE, SE �gUcruRq
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OREGON
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EXPIRES: 6-30-21
L'TC Ha?ards by Location
Search Information r 976
Coordinates: 45.403871,-122.74858
go 9 co Domino's Pizza 168 ft
Elevation: 168 ft
Timestamp: 2020-09-02T18:12:05.049Z
RMLS'0
Hazard Type: Seismic cP
Reference Document: ASCE7-16 Oregon Business Park I
Risk Category: I I '4VOo9Ie 9 Report a map error
•Site Class: D-default
Basic Parameters
Name Value Description
SS 0.854 MCER ground motion(period=0.2s)
Si 0.39 MCER ground motion(period=1.0s)
SMS 1.024 Site-modified spectral acceleration value
SM1 *null Site-modified spectral acceleration value
Sps 0.683 Numeric seismic design value at 0.2s SA
Sp1 "null Numeric seismic design value at 1.Os SA
•
See Section 11.4.8
vAdditional Information
Name Value Description
SDC *null Seismic design category
Fa 1.2 Site amplification factor at 0.2s
F„ "null Site amplification factor at 1.0s
CRs 0.886 Coefficient of risk(0.2s)
CR1 0.866 Coefficient of risk(1.0s)
PGA 0.388 MCEG peak ground acceleration
FPGA 1.212 Site amplification factor at PGA
PGAM 0.47 Site modified peak ground acceleration
TL 16 Long-period transition period(s)
SsRT 0.854 Probabilistic risk-targeted ground motion(0.2s)
SsUH 0.963 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
SsD 1.5 Factored deterministic acceleration value(0.2s)
Si RT 0.39 Probabilistic risk-targeted ground motion(1.0s)
Si UH 0.451 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
Si D 0.6 Factored deterministic acceleration value(1.0s)
r Vnu v.J Ial.,OV V00011l mi laa\.am.L, IC,atWn VC mC 1r r.j
*See Section 11.4.8
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users
should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The
material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability
and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent
professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and
applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this
website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by
latitude/longitude location in the report.
Project Name: QleanAir Scandinavia- MODA Cleanroom - Portland, OR
Project Number: 20.34.091
Sesimic Design for Rigid Non-Building Structures frome ASCE7-16, Chapter 15
Total Design Lateral Base Shear, V=0.30SDsWle per ASCE7-16 equation 15.4-5
SDs= 0.683
W= 4.306 Kips (See separate weight calculation &summary)
le= 1.0
Vu = 0.882 Kips ultimate
VASD= 0.618 Kips nominal
Anchor Structure to slab on grage at 4 X-bracing location utilizing 4 anchors in each direction
Vu per anchor=Vu/4=0.882/4= 221# ultimate
Use Hilti Kwik Bolt TZ anchors, 1/2" diameter with 2" embedment
at f'c= 2,500 psi and cracked concrete condition, 4 Vn capacity= 1,685#- OK
Anticipated amplified movement of Cleanroom structure: Sin = C°smax
From P-Delta FE analysis, Maximum Deflection of X-bracing=0.125"
CD= 2.5
Sm= 0.3125 in Max separation between existing structure provided = 2" OK.
Project Name: OleanAir Scandinavia - MODA Cleanroom - Portland, OR
Project Number: 20.34.091
Sesimic Design for Rigid Non-Building Structures frome ASCE7-16, Chapter 15
Structure Weight Calculations
Wall glass section = 4 mm glass = 2.1 psf
Nudo Wall Panels = 1.73 psf
4x2x14ga AL tube= 1.1#/ft
2x2x14ga AL tube = 0.7#/ft
Wall Panel Cross Section: 2x2 cont.top tube, 4x2 cont. bottom tube =0.7+ 1.1= 1.8 plf
=0.22 psf over panel height
4x2 vertical tubes spaced at 3'-0" o.c. =0.37 psf
Wall mass (panel or glass): = 2.1 or 1.73 psf. Use 2.1 psf worst case.
Total Wall weight: 2.69 psf--->use 3.0 psf
Wall height: 97" tall
Wall weight per foot: 24.3 plf
Plan Lengths: 16'-0" x 4 walls 64.00 ft
26'-0" x2 52.00 ft
total 116.00 linear feet of walls
Total Wall Weight= 2,813 lb
Ceiling Cross Section: Ceiling/Covering/Lights/Ductwork: 3.0 psf
Ceiling truss framing: 0.5 psf
3.5 psf
Ceiling area = 16'-0" x 26'-8" = 426.67 ft2
Ceiling Weight= 1,493 lb
Total Weight= 4,306 lb = 4.306 Kips
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GLASS DOOR GLASS
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L3x3x1/4 x 2" LONG RIGID STRUCTURE
W/(1) 1/2" 0 HILTI / X-BRACING
KWIK BOLT TZ
ANCHOR W/2"
EMBEDMENT&(3)
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#10 SCREWS TO
ALUMINUM POST.
LOCATE AT EA END
POST OF X-BRACING.
ANCHOR FRAME W/(2)
j ADDITIONAL 1/2"0 HILTI
EXISTING SLAB KWIK BOLT TZ ANCHORS
ON GRADE AT X-BRACE 3rd POINTS
W/2" EMBEDMENT.
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