HomeMy WebLinkAboutPermit D2000-084 - OFFICE FURNITURE WHOLESALERS - STORAGE RACKSOFFICE
FURNITURE
WHOLESALERS
EXPIRED
OCT a32001
D2000 -084
City of Tukwila -
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Parcel No: 262304 -9100
Address: 610 ANDOVER PK E
Suite No:
Location:
Category: AWSE
Type: DEVPERM
Zoning: C -M
Const Type: RACKS
Gas /Elec.:
Units: 001
Setbacks: North:
Water: N/A
Wetlands:
.0 South: .0
Sewer: N/A
Slopes: N
Contractor License No: EASYUSS083Q5
OFFICE FURNITURE WHOLESALERS
610 ANDOVER PK E, TUKWILA WA 98188
BANASKY HOWARD & PATRICIA
600 ANDOVER PK E, TUKWILA WA 98188
MIKE COX
610 ANDOVER PK E, TUKWILA WA 98188
EASY UP STORAGE SYSTEMS
8731 S 212TH STREET, KENT, WA 98031
: vir********* k• k7k***• kik' loll *** ** **Ac****k*** *** * **Ak *** *fir*** *k * ***** * *****kAtk4ck** *fir ** * *****
Permit Description:
INSTALLATION OF PALLET RACK STORAGE.
**** ** *** ** ** * ** k****************** ** ** * * **** * ** ** ** ** **•k* ******* k* * * *'k* * * ** *** * *•k **
Construction Valuation: $ .00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
• Fire Loop Hydrant: N No:
•Flood.Control Zone: N
Hauling: N Start Time:
Land Altering: N Cut:
Landscape Irrigation: N
Moving Oversized Load: N Start Time: End Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private: N Public: N
Storm Drainage: N
• Street Use: N
Water Main Extension: N • Private: N Public: N
***************************************************** *** * * ** ** * * * *** ** ** * * ** ** * * ** **
TOTAL DEVELOPMENT PERMIT FEES: $ 78.50
************* ** ** ** * * ** * ** * * * * ** *** ** *** * *** * *** * **• * * ** * * * *** **** * *** * * * ** * ****k
OCCUPANT
OWNER
CONTACT
CONTRACTOR
Permit Center Authorized Signature:
I hereby certify that I have read and examined this permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
development permit.
Signature:_
.,.rEtEleinnraittsm AV
DEVELOPMENT PERMIT
Occupancy: WAREHOUSE
UBC: 1997
Fire Protection: 'SPRINKLERS /AFA
East: .0 West: .0
Print Name: _ /C,Firj / &X
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
for a period of 180 days from the last inspection.
A'�GFSx?!n
Permit No: D2000 -084
Status: ISSUED
Issued: 03/27/2000
Expires: 09/23/2000
Streams:
Phone:
Phone: 206 -575 -7440
Phone: 206 395 -2033
Size(in): .00
End Time:
Fill:
'trW"
Date: 3 .-2_TJ 2O11(L'
Date: 3'1�7Oa
(206) 431 -3670
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CITY OF Ti.11:34ILV •
•
Address: 610 ANDOVEPAI.: : :
,. PermitNo: 02000-084
,,,...,:.•,,. ," .
Suite:,
Tenant "- -'": .' : .' ' Status ISSUED
:
A
Type: DEV,PERO '''', -';', Applied: 03/16/2000
Parcel It:' 26204.7.9100', .-: . ' : rssUed: 03/27/2000
************.klow******** 4* ** I. J. **************,**********.**************
_..
Permit conaitions:
1 No changes will be made to the plans unless approved by the
Engineer and the Tukwila Building Division.
All:Onstruction to be done in conformance with approved
and:Washington State Energy' Code '0997 Edition).
Edlt)on)' aMended', Uniform'Mechanical Code (1997 Editior) ,:
plans and requirements' of the Uniform Building Code (1997
3. Valfdityof Permit. The issuante of a permit or approval of
plans, spatificattons, and computations shall not be con-,
sttqed be a permit,-for, or an approval of, any violation of/any of the provisions of the building code or of any
other ordinance of the jurisdiction.. No permit presuming to
give authority to violate or cancel the provisions of this ,
code shall be Valid.
All\permits,'inspection records, and approved plans shall be
available at the job site prior to the start of any con
structiOn. These ,documents are to be maintained and avail-
able until final inspection approval is granted,
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Description of work to be done:
Tiv$TC.0 -A Z'aJ OF fA31"k/Z>~ t1O1J56
Pi r-A 6-•
Site Address: City State /Zip:
6/0 An)3011E . ?A - A
R k. ST TvKfn)f[.A / t/il� 973/S8
Existing use: ❑ Retail ❑ Restaurant El Multi- family Xi Warehouse in Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family '': Warehouse ❑Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Will there be a change of use? ❑ yes X no
If yes, extent of change: (Attach additional sheet if necessary)
... Will there be rack storage? 121 yes ❑ no
Existing fire protection features: nrsprinklers 1J automatic fire alarm ❑ none ❑ other (specify)
Building Square Feet: existing
Area of Construction: (sq. ft.) 0 26 - 0a
Will there be storage of flammable /combustible hazardous material in the building? ❑ yes t3I no
Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets
Project Name/Tenant:
C.. It' E T URN 17vi t'.c-JHoLc Sol L Ids
Value of Construction;
j /
Site Address: City State /Zip:
6/0 An)3011E . ?A - A
R k. ST TvKfn)f[.A / t/il� 973/S8
Tax Parc I Number:
1 (0 2004 - 7Jo4
Pr erty Owner:
> ARO R AM4sg)-
Phone:
020 6 /333
Street Address: City State /Zip:
6 7 f3 PAU OiSr 750v/ I. A iw- 961.8"8'
Fax #:
0206 6 C? :S(o
Contractor:
S V UP <7 2 $- :-- s m s
Phone:
0263 3c75 a033
Street Address: City State /Zip:
S 7:31 S , 0212 7rz fkE WA 9 1
Fax #:
a53 Z95- 010 S
Architect:
Phone:
Street Address: City State /Zip:
Fax #:
Engineer:
Phone:
509 5/6S -77a
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Street Address: City State /Zip:
9f N A lib zT Iktiy sfAA w-A 99,v//3
Fax #:
Contact Person:
in 1 e-E Co-",
Phone:
0.704 .3 7V90
Street City State /Zip:
X/0 b ARK G,:isi�JKw�it,t4 9 _
Fax #:
a () 6 675 Coos
Commercial / Multi - Family Tenant Improvement / Alteration Permit Application
CITY OF T1J WILA
Permit Center
6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188
(206) 431 -3670
Application and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or facsimile.
APPLICANT REQUEST ;FOR:RifBL'IC:WORKS.SITEfCIVIL PLAN>REVIEW:,OF THE:;FOLL.OWING
:(Additional reviewsmaybe determinedby thePublicWorks.Department)
❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk
❑ Fire Loop /Hydrant (main to vault) #: Size(s):
❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds.
❑ Sanitary Side Sewer #: ❑ Sewer Main Extension
❑ Storm Drainage El Street Use El Water Main Extension
El Water Meter /Exempt #: Size(s): 0 Deduct
❑ Water Meter /Permanent # Size(s):
❑ Water Meter Temp # Size(s): Est. quantity:
❑ Miscellaneous
❑ Flood Control Zone ❑ Hauling
❑ Landscape Irrigation
O Private 0 Public
O Private 0 Public
0 Water Only
gal Schedule:
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and
is subject to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by
limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by
the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
Date application accepted:
Date application expires:
al - t& - 0U
Applic taken by: (initials)
PLEASE SIGN BACK OF APPLICATION FORM
CTPERMIT.DOC 1/29/97
.. ................
FOR STAFF USE ONLY
Project Number:' ��jj,,.,,
Permit Number:: 2200
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BUILDING OWNER OR AUTHORIZED AGENT:
Signature:
.,cam. .,1,......____ �-e
{��
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Date:
Print name:
(�
(1_ n�
'.�+
Phone:
lt-‘10
Fax #:
�ucS 5 0
. -s'1 - 1333 � 5
Address
��
City /State /Zip(�� ,, 1/4 ,4, sg
ALL COMMERCIAL/MULTI-FANY TENANT IMPROVEMENT /AL TION PERMIT APPLICATIONS
MU BE SUBMITTED WITH THE FOL ING:
• ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT,
STRUCTURAL ENGINEER OR CIVIL ENGINEER
• ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN
• BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
N/A SUBMITTED
❑ ❑ Complete Legal Description
❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures
(Form H -13). Business Declaration required (Form H -10).
Four (4) sets of working drawings (five(5) sets for structural work), which include :
❑ ❑ Site Plan (including existing fire hydrant location(s)
1. North arrow and scale
2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements
3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions
4. Location of driveways, parking, loading & service areas
5. Recycle collection location and area calculations (change of use only)
6. Location and screening of outdoor storage (change of use only)
7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's
boundaries
8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of
use only)
9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of
those, identify by size and species which are to be removed and saved
10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change
of use only)
11. Location and gross floor area of existing structure with dimensions and setback
12. Lowest finished floor elevation (if in flood control zone)
13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H-
9).
❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site
►-4
Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack
layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of
rack. Structural calculations are required for rack storage eight feet and over.
❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished
❑ ❑ Construction details
❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of
water supply to sprinkler vault with documentation from contractor stating supply line will meet or
exceed sprinkler system design criteria as identified by the Fire Department.
❑ ❑ Washington State Non - Residential Energy Code Data shall be rioted on the construction drawings.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
• Department of Public Health prior to submitting for building permit application. The Department of
Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5)
❑ `�: Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no
contractor has been selected at time of application a copy of this license will be required before the
permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor: licensed
by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and
obtain the permit will be required as part of this submittal
I HEREBY CERTIFY THAT l HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
CTPER vIIT.DOC 1 /29/97
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CITY OF TUKWILA. WA 1 2.000 - 0 H Tf TRANSMIT
A .
*A-A *kdo**A�t dog►• dk�Ir�r * *kit**A..** *,i**A.*kk**Ai. •k:i•k•th•k* **,%**4 -k A*4* *1st:
TRANSMIT Number: R9800256 Amount: 49.35 03/27!00 12:36
Payment Method: CHECK Nc.t tfart: MIKE COX T.rti PER
Permit; No LD2000 -084 Type! (st:UPLE?r•i DEVTLO iEh1T PERM1:T
Parcel. No 262304• -9100
Site Address: 610 ANDOVER N< E
Total Fees: :18.50
This 'Payment 49.35 Total ALL Pmts: 78.!50
B a l a n c e : .00
** ..44* \ * * * *1' ". **** A* t., 4***•***A* A* 1** *•k**- A**kt.'k***A** ** *r':kk*** t*
Account Code
0')0x'322
000/3U6.904
Description
BUILDING hiCl;'lRES
STATE BUILDING SURCHARGE
��i A ;.i�:�.:�;` «i't ia1.:i:rr.L' i..£- `L"ti)Ci..� .
n
Amount
44 E35
4.50
2911 03/28 9717 TOTAL 49.35
•
********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CITY OF'TUKWILA, WA TRANSMIT
********************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * **
TRANSMIT Number: R9800252 Amount: 29.15 03/16/00 13:21
Payment Method: CASH Notation: MICHAEL COX snit: BLH
Permit No:. D2000 -084 Type: DEVPERM DEVELOPMENT PERMIT
Site Address: 610 ANDOVER PK E
Total Fees: 78.50
This Payment 29.15 Total ALL Pmts: 29.15
Balance: 49.35
********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Account Code Description Amount
000/345.830 PLAN CHECK - NONRES 29.15
;;;;'4 ".::i r: %i4f l�ioi
1- 77 03./.16 97.2.6 TOTAL 19..1.5
;
COMMENTS:
Type of Inspection:
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Address: t
Lo 1 G A C PK E.
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Requester
P a. - S9.c- 7LiLic
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Type of Inspection:
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Address: t
Lo 1 G A C PK E.
Date called: J
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Special instructions:
Date wanted.
a.m`.
Requester
P a. - S9.c- 7LiLic
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
Inspector:1
;
PERMIT NO..
(206)431 -3670
Approved per applicable codes. El Corrections required prior to approval.
Date: 9 )3.00
El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
:,
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TUKWILA FIRE. DEPARTMENT 6 M
FINAL APPROVAL FORM o O
N O
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Project Name (:.- /"f -- '/ L ra /2 At I RI (: U-4 6 e S ,4 /gyL S u �
52 d
{'Th Address, 610 7 4 "' Suite # I _ •
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/Retain current
FINALAPP.FRM
City of Tukwila
Fire Department
f inspection
t Needs shift inspection
;Approved without correction notice
schedule
Approved with correction notice issued
ft Sprinklers :
Fire Alarm: /_
Hood & Duct:
Halon: /`
Monitor:
Pre -Fire: A!
Permits:
Permit No.
Authorized Signature
yfi4 • 7+'`,'W`+ :(,ji$pa: \ ;� 4 ;;Ai0'M ri� ;; l.tr.o "47:11,;: :��.. ,., :u��i 'i -i :: we. , .r.�...,. ":�• •
T.F.D. Form F.P. 85
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
. b)-coc2- ey
Vi
Date
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439
FILE COPY
EXIT
loading
dock door
SEPARATE PERMIT
€'► letit D
FOR
n rc 1p— t'�ICAI-
'ELE C1 :CAL
0 PLUMBING
0 GAS PIPING
Cr OF n) °lA
�t1 ILDING DIVISION
L
fire hose
3'x10'x12'h
5' -6"
120' -0"
3'x8'- 10 "x12'h
AY
CI`
Yel
approvals are
End r ova l gal e
I u nderstand that the Plan Check a p'
� and omissions of any
.,,�,;ect t :; errors a violation not out'' ;orixe th.. to t can -
r .t��,s does lcecaip
,00pted code or oraitionce
is c opy of approved plans acknowledged'
;, �z cto
By
Date
P No.
SITE LOCATION
610 ANDOVER PARK EAST
TUKWILA, WA 98188
•
' '
fire density
.39gpm /5600sgft
temp rating 165
el rY of
MR(
MAR 2
BUILDING;
1
E LOCATION
OVER PARK EAST
ILA, WA 98188
PERMIT
FO
r1CA1-
i ,ICPL
PIPING
a DIVISION
I
A
EXIT
fire density
.39 gpm / 5600 sg ft
temp rating 165
1 } J
• - A
fire hose
3'x10'x12'h
120' -0"
5' -6"
3'x8'- 10 "x12'h
26' -9"
3'x10'x12'h
3'x10'x12'h
t;i(Y OF TUnWILA
APPROVED
MAR 2 4 2000
BUILDING DIVISION
3'x10'x12'h
3'x10'x12'h
60' -3"
3'x10'x12'h 3'x10'x16' -10 "h 1 3'x10'x16' -10 "h 3'x10'x16' -10 "h 10' -6"
V space
3'x10'x16' -10 "h
1 '
3'x10'x16' -10"
A
io
N
A
3'x10'x12'h
3'x10'x12'h
space
3'x10'x16' -10"
3'x10'x16' -10"
3'x10'x12'h
3'x10'x12'h
6'-0"
6' -0"
('1
6"
0
(C
X
0
0
tD
X
0
X
EXIT
X7.000- 089
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
0
0)
March 10, 2000
Matt Prevost
Easy -Up Storage Systems
8731 S 212th
Kent, WA 98031
RE: Seismic Anchoring for Storage Racking for:
Office Furniture Wholesalers
610 Andover PKE
Tukwila, WA 98188
(JRBE Job # 00123.20)
Dear Mr. Prevost:
Chad Riggs, E.I.T.
J.R. ?'ONNE TT ENGIN ERING
Please contact us if you have any question.
Sincerely,
J.R. Bonnett Engineering
CIVIL & STRUCTURAL ENGINEERING /CONSULTING
803 E. 3RD AVENUE
SPOKANE, WA. 99202
(509) 534 -3929
Review of the information relating to the storage shelving at the above location revealed two basic geometries and
loading conditions, which have been identified as types A & B. Type C is similar to type A in that the lowermost
beam is 20" less in height. These situations are illustrated within the attached seismic analysis.
Based on the information you provided, calculations have been performed for the shelving types and loading
conditions with respect to overturning due to lateral seismic forces.
It has been determined that the shelving will require baseplates and anchoring per sheets 7 & 12 of the attached
seismic analysis. This method of anchoring will accept a resistive force deemed adequate per the 1997 Uniform
Building Code requirements for seismic loading with respect to overturning.
EXPIRED
ocT o 3 ZOOl
CO
RECEIVED
CITY OF TUKWIL.A
MAR 1 6 2000
PERMIT CENTER
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J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 5344014
JOB 00 (Z3 , Zv
SHEET NO /
CALCULATED BY C-S iZ
rg
/I/
OF
DATE
CHECKED BY DATE
SCALE
JOB NAME Office Furniture Wholesalers
SCOPE OF WORK
DESIGN PARAMETERS
Determine the anchorage and baseplate requirements of the storage
racking subject to Seismic Zone III loadings per the 1997 Uniform
Building Code. All racking components have been designed by others
and is beyond the scope of this analysis.
CONCRETE SLAB THICKNESS -
CONCRETE fc -
ALLOWABLE SOIL BEARING PRESS. -
STEEL PLATES (A36) Fy -
RAWL-STUD EXPANSION ANCHORS OR EQUAL
Seismic Analysis: 97 UBC 1630.2
Seismic Zone
V = (2.5*Ca / R)*I*W
Z =
I=
C,, =
R=
(2.5 *Ca / R) *I=
F, =
p=
= (2.5 *C,/R) *I* r/F =
V=
3
Pi = V * (Wi *Hi) /SUM(Wx *Hx)
SEE SHEETS Z, 3 , 8
FOR MORE LOADING INFO.
0.15 (Adjusted Seismic Coef.)
0.15 W
5.0 inches
2500.0 psi
1000.0 psf
36.0 ksi
0.30
1.0
0.36
4.4
0.20
1.40 (Working Stress Reduction Factor)
1.0 (Redundancy/Reliability Factor)
EXPIED
CITY OF TUKWILA
APPROVED
MAR 2 4 ZUUU
BUILDING DG DG VISION
UGI032001
CITY OF TUKWI A
MAR 1 6 2000
PERMIT CENTER
C PRODUCT 207
re 2 w:
6
0
_
� LL
O :
2
g Q
El a
z w
2 o
O N
0 E-:
WW
l l . O .
I " Z
O
Z
J. R. BONNET ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
+12' -0" A.F.F
s +6' -8" A.F.F
1/2 " = -0"
RACK ELEVATION (TYPECTUKLA
s � o
PERMIT CENTER
JOB 00
SHEET NO Z OF (S
CALCULATED BY CSR- DATE 3 / / !V 1 /
d U
CHECKED BY DATE / /
SCALE
1000#
1000#
EXPIRED
OCT 032001
L11\( O �1�KW� D
ADP
t AR 1 tout]
ct► IILDING DIVISION
PRODUCT207
z
~ w'
•00
coo;
W =
fALL.
Ili 0:
N
= W
? �
O.
• Z ~
2 D.
U Q'
u i
Z
L O
iii z.
U N.
Z
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534-3929
FAX: (509) 5344014
JOB 0 - i , Zv uu
SHEET NO OF r U
CALCULATED BY C-S' n ` DATE 3/I Ur /UCH
CHECKED BY DATE
SCALE
C
+12' -0" A.F.F
A.F.F
1/2 " =1' -0"
1000#
1000#
EXPIRED
OCT 0 3 2001
CITY OF TUKWILA
APPROVED
MAR 2 4 2000
BUILDING DIVISIO
VISION
RECEIVED
CRY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
RACK ELEVATION (TYPE C)
PRODUCT 207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB OO - t 23.
CALCULATED BY c_s / Q
.
SHEET NO
CHECKED BY
i 8
3/10/00
OF
DATE
DATE
SCALE
INPUT DATA
RACK TYPE PALLET "A"
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
2.00
Mot = 1.15 *SUM (M) =
Mres. = SUM(W) *D/2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot- Mres.)/D
WEIGHT, Wi
1.00 kips
1.00 kips
18.67
3.00 FEET
2.0
HEIGHT, Hi
CASE I - ALL LEVELS LOADED
# wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 1.00 12.00 12.00 0.188 2.25
2 1.00 6.67 6.67 0.104 0.70
0.29 2.95
3.39 kip-ft
3.00 kip -ft
2.13 kip
0.13 kip
EXPIRED
12.00 feet
6.67 feet
OCT D 3 2001
k:,\1\(
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTEF,
C PRODUCT 207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB
00— (2.3 , Zv
SHEET NO
CALCULATED BY C_S 2
CHECKED BY
OF
DATE
DATE
I 9
3/toioc,
SCALE
CASE II - ALL LEVELS LOADED EXCEPT BOTTOM
# Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 1.00 12.00 12.00 0.146 1.75
2 6.67
1.00 12.00 1.75
Mot = 1.15 *SUM (M) = 2.02 kip-ft
Mres. = SUM(W) *D/2 1.50 kip-ft
DOWNLOAD = (Mot + Mres.)/D = 1.17 kip
UPLIFT = (Mot - Mres.)/D 0.17 kip
EXPIRED
CITY Of Il)0111
APPROVED
R
MAR 2 4 tIP°
r w
BUILDING DIVISIOr`'
OCT 0 3 2001
REOEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
C
PRODUCT 207
N
/
Lmox
/ Ypl
/
Imo
/
IdX
■
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
Cw - IZ3. Zn
6
c 2
J08
SHEET NO.
CALCULATED BY
CHECKED BY DATE
SCALE
OF
DATE
18
3//0/00
BASEPLATE CASE 1
RACK TYPE: PALLET "A"
MAX DOWNLOAD = 2.13 kips
MAX UPLIFT = 0.17 kips
COLUMN DIMENSIONS:
X = 3.00 inches
Y = 1.63 inches
PLATE DIMENSIONS:
x = 3.25 inches
y = 2.75 inches
SLAB THICKNESS =
Fc =
SOIL BRG =
Fy =
SLAB ANALYSIS:
BASEPLATE ANALYSIS:
a eff. =
b eff. =
ApL eff _
fp = P/A =
MpL =
t req'd =
5.00 inches
2500.00 psi
1000.00 psf
36.00 ksi
Ft = 3.5'SQRT(Fc) = 175.00 psi
S = 50.00 in ^3
Ma = 729.17 #"
SOIL BRG = 1333.33 psf
M = 1/2(SOIL)L ^2
Lmax = 12.55 inches
SOIL Areq'd = 1.60 feet^2
X slab = 28.35 inches
Y slab = 27.56 inches
SOH., A prov = 5.43 feet^2
SLAB OK
TRY pL w/ t = 0.125 inches
S = 0.003 in. ^3
Fb = 36.00 ksi
MpL = 0.094 kip "
MpL = 1/2'fp'1 ^2
ApL = X (lmax +Y)
'max = 0.84 inches
a prov. = 0.13 inches
b prov. = 1.13 inches
0.13 inches
0.84 inches
8.01 in. ^2
0.27 ksi
0.09 kip"
0.125 inches
EXPIRED
x
OCT 0 3 2001
CASE
I ell
SLAB ANALYSIS
Y p1
le max
BASEPLATE ANALYSIS
RECEIVED
OF TUKWIL4
MAR 1 6 2000
PERMIT CENTER
C
PRODUCT 207
ce
~ W
U0 -
t0 0
1±11
W
w 0
Q
D
Z0
W
H =
Z
H O
Z
W
U �
O �
ww
2
u' O
w Z
U I.
O ~:
Z
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
1/2 .._ 1 "
JOB
00 — i Z3 . Zv
SHEET NO.
CALCULATED BY LS
1
3 /i /c o
OF
DATE
CHECKED BY DATE
SCALE
EXPIRED
OCT 0 3 2001
PL 1 /8" W/ (1) 1 /2 "0
RAWL STUD EXP. ANCH.
W/ 3" EMBED.
(SPECIAL INSP. NOT REQ'D.)
� BASEPLATE DETAIL
STEEL POST
BY OTHERS.
(TYPE
60 OV IOWA
APP
M AR 2 4 2000
NG DIV 1014
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
A 8c C)
C PRODUCT 207
Z
cr 41 2 '
U.
U
CO W =
ALL
W 0:
gQ
= d
w ..
z �
•D o:
O N
•
w
0.
- O:
.z;
U N
O •
'Z
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB
00 . (223 , Zv
SHEET NO. 13 OF 18
CALCULATED BY C-.S R. DATE 3/! 0 /0 U
CHECKED BY DATE
SCALE
4) +16' -10" A.F.F
+11' -2" A.F.F
+6' -8" A.F.F
0 1/2 " =1' - 0"
1000#
1000#
1000#
EXPIRED
OCT 032001
MAR 1 6 2000
RACK ELEVATION (TYPE B)
RECEIVED
CIT1f OFTUKWIUA
PERMIT CENTER
z
F-
Ce 2 1A/
0
00
CO
rn w
CO U.
w
g Q .
�d
F.
O
z �
tu
0
O •,
O
'w w
H U '.
u. H ;
O ,
.z :
w W `
1= I'
O ~'
z
1
J. R. BONNET T ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534-3929
FAX: (509) 534-4014
INPUT DATA
RACK TYPE PALLET "B"
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
3
UPLIFT = (Mot-Mres.)/D
WEIGHT, Wi
1.00 kips
1.00 kips
1.00 kips
CASE I - ALL LEVELS LOADED
3.00 FEET
3.0
Mot = 1.15*SUM (M) = 6.58 kip-ft
Mies. SUM(W)*D/2 4.50 kip-ft
DOWNLOAD = (Mot + Mres.)/D = 3.69 kip
0.69 kip
HEIGHT, Hi
16.83 feet
11.17 feet
6.67 feet
# Wi Hi W x H Pi M
(kips) (feet) (kip-ft) (kips) (kip-ft)
1 1.00 16.83 16.83 0.213 3.58
2 1.00 11.17 11.17 0.141 1.58
3 1.00 6.67 6.67 0.084 0.56
3.00 34.67 0.44 5.72
EXPIRED
OCT 0 3 2001
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
JOB 21 2-0
SHEET NO. 9. OF 6
CALCULATED BY C—S 12 — DATE 1 OP 0
CHECKED BY DATE
SCALE
PRODUCT 207
retwmonapsl
•
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534-3929
FAX: (509) 534-4014
CASE II - ALL LEVELS LOADED EXCEPT BOTTOM
# Wi Hi WxH Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 1.00 16.83 16.83 0.176 2.96
2 1.00 11.17 11.17 0.117 1.30
3 6.67
2.00 28.00 4.26
Mot = 1.15 *SUM (M) = 4.90 kip -ft
Mres. = SUM(W) *D/2 3.00 kip-ft
DOWNLOAD = (Mot + Mres.)/D = 2.63 kip
UPLIFT = (Mot - Mres.)/D 0.63 kip
CASE III - ALL LEVELS LOADED EXCEPT BOTTOM (2)
# Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 1.00 16.83 16.83 0.146 2.46
2 11.17
3 6.67
Mot = 1.15 *SUM(M) =
Mres. = SUM(W) *D/2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot - Mres.)/D
1.00 16.83 2.46
JOB 00 - [ Z3 , 2-c, I (�
SHEET NO 10 OF ` V
CALCULATED BY c-S / DATE ' S /I U /b0
CHECKED BY DATE
SCALE
2.83 kip -ft
1.50 kip -ft
1.44 kip
0.44 kip
EXPIRED
OCf 0 3 2001
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
C PRODUCT 207
woomerpwelieworpot
v o
u) 0 ;
CO W
H
CO
W O,
Q
w;
Z
Z I-
uj
0 �
O
0 H
W W.
I = - U .
O■
1. Z :
-_ `
O 1-
z
si
/
■ Lmax
.___
YPi
/
Lmaz
f,
/ /
iz
■
0
k
c •-
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB
SHEET NO.
CALCULATED BY
CHECKED BY DATE
SCALE
OF
DATE
3/(0/00
BASEPLATE CASE IV
RACK TYPE: PALLET "B"
MAX DOWNLOAD = 3.69 kips
MAX UPLIFT = 0.69 kips
COLUMN DIMENSIONS
X = 3.00 inches
Y = 3.00 inches
PLATE DIMENSIONS
x = 5.00 inches
y = 8.00 inches
SLAB TIIICKNESS =
Fc =
SOIL BRG =
Fy =
SLAB ANALYSIS
Ft = 3.5' SQRT(F'c) 175.00 psi
S = 50.00 in ^3
Ma = 729.17 #'
SOIL BRG = 1333.33 psf
M = 1/2(SOIL)L ^ 2
Lmax = 12.55 inches
SOIL Areq'd = 2.77 feet'2
X slab = 30.10 inches
Y slab = 33.10 inches
SOIL A prov = 6.92 feet^2
SLAB OK
BASEPLATE ANALYSIS
TRY pL w/ t =
S=
Fb=
MpL =
MpL = 1/2'fp'1 ^2
ApL = x' y
le max =
a prov. =
b prov. =
a eff. =
b eff. =
I eff=
ApL eff. _
fp =P /A=
MpL =
t req'd=
5.0 inches
2500 psi
1000 psf
36 ksi
0.375 inches
0.023 in ^3
36.0 ksi
0.844 kip"
5.759 inches
1.000 inches
2.500 inches
1.000 inches
2.500 inches
2.500 inches
40.000 inches ^2
0.092 ksi
0.289 kip"
0.219 inches
BASEPLATE OK
EXPIRED
OCT 0 3 2001
CASE IV
x
SLAB ANALYSIS
y pi
BASEPLATE ANALYSIS
RECEIVED
OF TUKMI+LA
R 1 6 20110
RMIT CENT/ P
mox
C
PRODUCT 207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB 610 ( -3 , Z.0
SHEET NO 12— OF 3/ le
CALCULATED BY C9 3 (- DATE / r 0/00
DATE (((
CHECKED BY
SCALE
2 1 /2"
/ 1"
/
TYP.
•
EXPIRED
2 1 /2"
Uef 032001
/
rr)
1 /8" V
r
STEEL POST
BY OTHERS.
PL 3/8" W/ (2) 1 /2"0
RAWL STUD EXP. ANCH.
W/ 3" EMBED. RECEIVED
(SPECIAL INSP. NOT REQUIYOFTUKWILA
MAR 1 6 2000
PERMIT CENTER
BASEPLATE DETAIL (TYPE B)
PRODUCT 207
, 'a:: , r.1YmaYrS14Y+ ^
re
00
W =;
• IL
J F-
w 0.
• D.
w.
z �.;
�
Z
gi
U 0 ',
oI
w
Z
w
U N
O
z
APPENDIX
00- iu
cr2
3fto(0
'3 /0
EXPIRED
OCT 0 3 2001
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
ANCHOR
DIAMETER
(Inches)
EMBEDMENT
DEPTH
(Inches)
INSTALLATION
TORQUE
(Ft. Lbs.)
'. a 2000 psi
r'. :4000 psi
r'. 56000 psi
Tension
Sheer
Tension
Sheer
Tension
Sheer
With
Sp. imp!
Without
Sp. Insp.'
With
Sp. Insp.
Without
Sp. Insp.
With
Sp. Insp.
Without
Sp. Imp?
1 /4
I /s
8
420
210
365
570
285
520
570
285
520
1 /4
1
8
530
265
415
645
325
520
640
320
520
t/4
2
8
680
340
480
720
360
520
765
380
520
3/4
1 /8
28
890
445
960
1030
515
1295
1040
520
1450
3 /8
2
28
975
490
1065
1075
540
1355
1100
530
1480
3 /8
3
28
1200
600
1350
1200
600
1510
1335
665
1560
1 /2
2
60
1630
815
1600
1655
830
1735
1655
830
1745
1 /2
3
60
1785
890
1655
2015
1005
1800
2015
1005
1825
1 /2
4
60
1985
995
1725
2485
1245
1885
2485
1245
1930
3/4
2
90
1910
955
2215
2090
1045
2215
2100
1050
2525
3 /8
4
90
2345
1170
2305
2535
1270
2420
2890
1445
2595
5 4
5
90
2755
1375
2375
2890
1445
2585
3525
1765
2566
3 / 4
3
175
2685
1345
3665
2685
1345
3665
3880
1940
3815
3 /4
5
175
3715
1855
3945
3925
1960
4280
4845
2425
4510
3 /4
6
175
4345
2175
4115
4685
2345
4655
5400
2720
4940
7 /3
3
250
3085
1540
—
3955
1980
—
4820
2410
—
74
4
250
3575
1790
—
4405
2205
—
5250
2625
—
7 /a
5
250
4560
2280
—
5305
2655
—
6110
3055
—
1
4
300
3470
1735
—
5000
2500
—
6845
3420
—
1
5
300
4565
2285
—
5680
2840
—
7475
3755
—
1
6
300
5845
2920
—
6365
3180
—
7800
3900
—
1 /4
5
450
5060
2530
—
6830
3415
—
8750
4375
—
1
7
450
5060
2530
—
7000
3500
—
9050
4525
—
DIIAMETER
(Inches)
igi
DEPTH
(Inches)
r'. a 4000 psi
Tension
Shear
Special
Inspection'
Special
Inspection'
1 /4
3 /3
1
850
425
455
3/
I/2
1
1600
800
1055
1/
5/3
2
2250
1125
1660
5 /8
7 /8
3
2615
1310
3100
3 /4
1
3
3480
1740
4400
Page 4 of 10
TABLE NO. 11—RAWL-STUD ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Pounds)
IThe tabulated shear and tensile values are for anchors installed in stone - aggregate concrete having the designated ultimate compressive strength
at the time of installation.
2 The tabulated values are for anchors installed a minimum of 12 diameters on center and a minimum edge distance of six diameters for 100 percent
anchor efficiency. Spacing and edge distance may be reduced to six - diameter spacing and three- diameter edge distance, provided the values are
reduced 50 percent. Linear interpolation may be used for intermediate spacings and edge margins.
3 These tension values are applicable only when the anchors are installed without special inspection as set forth in Section 306 of the code.
4 These tension values are applicable when the anchors are installed with special inspection as set forth in Section 306 of the code.
5 The allowable Toads may not be increased for duration of loading such as for wind or seismic loads.
TABLE NO. III —RAWL STEEL DROP -IN ALLOWABLE
SHEAR AND TENSION VALUES (Pounds)
The tabulated shear and tensile values are for anchors installed in stone - aggregate concrete
having the designated ultimate compressive strength at the time of installation.
2 The tabulated values are for anchors installed a minimum of 12 diameters on center and a
minimum edge distance of six diameters for 100 percent anchor efficiency. Spacing and
edge distance may be reduced to six - diameter spacing and three- diameter edge distance,
provided the values are reduced 50 percent. Linear interpolation may be used for interme-
diate spacings and edge margins.
3 These tension values are applicable only when the anchors are installed without special in-
spection as set forth in Section 306 of the code.
4 These tension values are applicable when the anchors are installed with special inspection
as set forth in Section 306 of the code.
5 The allowable Toads may not be increased for duration of loading such as for wind or seis-
mic Toads.
6 The Drop -In anchor must be completely embedded within the concrete.
I- Z
te W
QQ
J
00
fn
CO
U) W:
WO
Q
N d
= W
I-- _
Z
I- O
Z 1-
W
U 0
O -
O 1-
W W
1--
O
Z
W
O ~'
Z
' CHAP 16, DIV. IV
• 1830.1.2
1630.3.2
and strength of elements, which are significant to the distributi
of forces, and shall represent the spatial distribution of the mass
and stiffness of the structure. In addition, the model shall comply
with the following:
1. Stiffness properties of reinforced concrete and masonry ele-
ments shall consider the effects of cracked sections.
2'. For steel moment frame systems, the contribution of panel
zone deformations to overall story drift shall be included.
1630.13 PA effects. The resulting member forces and moments
and the story drifts induced by PA effects shall be considered in
the evaluation of overall structural frame stability and shall be
evaluated using the forces producing the displacements of As. PA
need not be considered when the ratio of secondary moment to pri-
mary nioment does not exceed 0.10; the ratio may be evaluated for
any story as the product of the total dead, floor live and snow load,
as required in Section 1612, above the story times the seismic drift
in that story divided by the product of the seismic shear in that
story times the height of that story. In Seismic Zones 3 and 4, PA
need not be considered when the story drift ratio does not exceed
0.0218.
1630.2 Static Force Procedure.
1630.2.1 Design base shear. The total design base shear in a
given direction shall be determined from the following formula:
V =
C, (30-4)
W (30-4)
The total design base shear need not exceed the follQwing
V = 25 C , I w (30.51 R
The total design base shear shall not be less than the following:
V = 0.11 C, I W (
In addition, for Seismic Zone 4, the total base shear shall also
not be less than the following:
V 0.8 ZN„ I w (30
R
1630.2.2 Structure period. The value of Tshall be determined
from one of the following methods:
1. Method A: For all buildings, the value T may be approxi-
mated from the following formula:
T = C,(10 (30
WHERE:
C = 0.035 (0.0853) for steel moment - resisting frames.
C = 0.030 (0.0731) for reinforced concrete moment- resist-
ing frames and eccentrically braced frames.
C = 0.020 (0.0488) for all other buildings.
Alternatively, the value of C for structures with concrete or ma-
sonry shear walls may be taken as 0.1/1.7C (For SI: 0.0743/ ire
for A in m
The value of A, shall be determined from the following for-
mula:
A� = [0.2 + (D /h „) (30 -9)
The value of D /h„ used in Formula (30 -9) shall not exceed 0.9.
2 -14
0C.412, LLD
1997 UNIFORM BUILDING poyE
°.91 S 1�
e hod B: The fundamental period T may be calculated us-
ing the structural properties and deformational characteristics of
the resisting elements in a properly substantiated analysis. The
analysis shall be in accordance with the requirements of Section
1630.1.2. The value of T from Method B shall not exceed a value
30 percent greater than the value of T obtained from Method A in
Seismic Zone 4, and 40 percent in Seismic Zones 1, 2 and 3.
The fundamental period T may be computed by using the fol-
lowing formula:
T = 21r E ( Wi8i2 )
1.1 1-1
(30 -10)
The values of fj represent any lateral force distributed approxi-
mately in accordance with the principles of Formulas (30 -13),
(30 -14) and (30 -15) or any other rational distribution. The elastic
deflections, 6 shall be calculated using the applied lateral
forces, fj.
1630.2.3 Simplified design base shear.
1630.2.3.1 General. Structures conforming to the requirements
of Section 1629.8.2 may be designed using this procedure.
1630.23.2 Base shear. The total design base shear in a given
direction shall be determined from the following formula:
V — 3.0 C, w (30 -11)
where the value of C shall be based on Table 16-Q for the soil pro-
• file type. When the soil properties are not known in sufficient
detail to determine thesou profile type, Typo SD. shall be used in
Seismic Zones 3 and 4, and Type SE shall be used in Seismic Zones
1, 2A and 2B. In Seismic Zone 4, the Near-Source Factor, N need
not be greater than 13 if none of the following structural irregular-
ities are present: Type 1, 4 or 5 of 'Bible -1, ble 16 or Type 1 or 4 of
Table t6-M.
1636.233 Vertical distribution. The forces at each level shall
be calculated using the following formula:
3.0 C,
F� — w, (30 -12)
where the value of C shall be determined in Section 1630.2.3.2.
1630.23.4 Applicability. Sections 1630.12,1630.13,1630.2.1,
1630.2.2,16305,1630.9,1630.10 and 1631 shall not apply when
using the simplified procedure.
EXCEPTION: For buildings with relatively flexible structural
systems, the building official may require consideration of PA effects
and drift in accordance with Sections 1630.13,1630.9 and 1630.10. A
shall be prepared using design seismic forces from Section 1630.23.2.
Where used, Au shall be taken equal to 0.01 times the story
height of all stories. In Section 1633.2.9, Formula (33-1) shall read
F = 3. C ' w, and need not exceed 1.0 C w but shall not be
less than 0.5 C w R and 00 shall be taken from Table 16 -N.
16303 Determination of Seismic Factors.
16303.1 Determination of P For specific elements of the
structure, as specifically identified in this code, the minimum
design strength shall be the product of the seismic force over -
strength factor Po and the design seismic forces set forth itpiteEIVED
tion 1630. For both Allowable Stress Design and StrengtbithssF,Tumut
the Seismic Force Overstrength Factor, Da, shall be taken from
Table 16-N. MAR 1 6 2000
16303.2 Determination ofR. The notation R shall be taken from
Table 16 -N. PEI IMUM$T CENTEF
1997 UNIFORM BUILDING CODE
SECTION 1636 — SITE CATEGORIZATION
PROCEDURE
1636.1 Scope. This division describes the procedure for deter-
mining Soil Profile Types SA through SF in accordance with Table
16-3.
1636.2 Definitions. Soil profile types are defined as follows:
Hard rock with measured shear wave velocity, V,> 5,000
ft./sec. (1500 m/s).
S Rock with 2,500 ft. /sec. < V, 5 5,000 ft. /sec. (760 m/s <
V, 5 1500 m/s).
Sc Very dense soil and soft rock with 1,200 ft./sec. < D, 5
2,500 ft./sec. (360 m/s P, 5 760 m/s) or with either
A> 50 or Y. z 2,000 psf (100 kPa).
SD Stiff soil with 600 ft./sec. 5 D, 5 1,200 ftJsec. (180 m/s
v, 5 360 m/s) or with 15 5 N 5 50 or 1,000 psf 5 y„
5 2,000 psf (50 kPa 5 3'„ 5 100 kPa).
SE A soil profile with V, < 600 ft./sec. (180 m/s) or any pro-
file with more than 10 ft. (3048 mm) of soft clay defined
as soil with PI > 20, w,,, z 40 percent and s„ < 500 psf
(25 kPa).
SF Soils requiring site - specific evaluation:
1. Soils vulnerable to potential failure or collapse under seis-
tic loading such as liquefiable soils, quick and highly sensitive
clays, collapsible weakly cemented soils.
2. Peats and/or highly organic clays [N > 10 ft. (3048 mm) of
peat and/or highly organic clay where H = thickness of soil].
3. Very high plasticity days [H > 25 ft. (7620 mm) with PI >
SA
75].
4. Very thick soft/medium stiff clays [H > 120 ft. (36 580
)].
EXCEPTION: When the soil properties us not known in sufficient
detail to determine the soil profile type, 'lype Sp shall be med. Soil Pro-
`'AeTypo SE need not be assumed unless the building official deter-
mines that Soil Pmfile Pipe Sji maybe present at the site or in the ekent
that type SE is established by geotedmical data.
The cn eria set fo i m o • efmition or Profile Type SF
requiring site - specific evaluation shall be considered. If the site
corresponds to this criteria, the site shall be classified as Soil Pro-
file Type SF and a site - specific evaluation shall be conducted.
1636.2.1 in Average shear wave velocity. V, shall be deter-
mined in accordance with the following formula:
E d
r�1
= (36 -1)
1 -1
P
WHERE:
dt = thickness of Layer i in feet (m).
vst = shear wave velocity in Layer i in ft./sec. (m/sec).
1636.2.2 1A, average field standard penetration resistance and
Neu, avers a standard penetration resistance for cohesionless
soil layers. Nand Ncrr shall be determined in accordance with the
following formula:
! U.'4','Fr 9'.1tnMra*fls:'�?to"'1 C'tris "•a"' yp+�s^sr+fi. n„"12,,,.. q...,.,:
Division V —SOIL PRO
and
L NI
1 -1
1 -
d,
Li
L N 1
1 -1
WHERE:
4 = thickness of Layer i in feet (mm).
4. = the total thickness of cohesionless soil layers in the top
100 feet (30 480 mm).
Nt = the standard penetration resistance of soil layer in
accordance with approved nationally recognized stand-
ards.
1636.2.3 S., Average undralned shear strength. 3, shall be
determined in accordance with the following formula:
= ` (36-4)
S
WHERE:
4 = the total thickness 000— d,) of cohesive soil layers in the
top 100 feet (30 480 mm).
S a the undrained shear strength in accordance with
approved nationally recognized standards, not to exceed
5,000 psf (250 kPa).
1636.2.4. Soft day profile, S2. The existence of a toW thidmess
of soft clay greater than 10 feet (3048 mm) shall be investigated
where a soft day layer is defined by s„ < 500 psf (24 kPa), tv,„
40 percent and PI > 20. If these criteria are met, the site shall be
classified as Soil Profile Type SE.
1636.25 Soil profiles Sc, SD and SE. Sites with Soil Profile
'types Sc, SD and SE shall be classified by using one of the follow-
ing three methods with V, Nand Y„ computed in all cases as speci-
fied in Section 1636.2.
1. V, for the top 100 feet (30 480 mm) (4, method).
2. N for the top 100 feet (30 480 mm) (R method).
3. Rai for cohesionless soil layers (PI < 20) in the top 100 feet
(30 480 mm) and average ;for cohesive soil layers (PI > 20) in
the top 100 feet (30 480 mm) (Y„ method).
1636.2.6 Rock profiles, SA and SB. The shear wave velocity for
rock, Soil Profile Type SB, shall be either measured on site or esti-
mated by a geotechnical engineer, engineering geologist or
seismologist for competent rock with moderate fracturing and
weathering. Softer and more highly fractured and weathered rock
shall either be measured on site for shear wave velocity or classi-
fied as Soil Profile Type Sc.
The hard rock, Soil Profile Type SA, category shall be supported
by shear wave velocity measurement either on site or on profiles
of the same rock type in the same formation with an eigsbovED
greater degree of weathering and fracturing. Where haltllfffelteMITUl(yy11,A
ditions are known to be continuous to a depth of 100 feet (30 480
mm), surficial shear wave velocity measurements malAt pxt ap 2000
olated to assess v,. The rock categories, Soil Profile Types SA and
Pl RIti t
OO —1
CHAP. 16, DIV. V G�
1638 3/ to o U
1636.2.6 t
(36 -2)
(36 -3)
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SOL PROFILE ?WE
SEISMC ZONE FACTOR, Z . if
2 .0.070
Z ■0.15
Z.0.2
'ZJO..1"
Z .O.4
SA
. SP
0.06
0.12
0.16
0.24
0.32W
0.08
0.15
0.20
0.30
0.40N,
SC
0.09
. 0.18
0.24
0.33
0.40N,
SD
0.12
0.22
0.28
:..0I .
0.44N,
SE
0.19
0.30
'0.34
0.36
0,36W
Sp
See Footnote 1
TABLE 18-0
TALE 16=0
2-34
TABLE 16- COEFFICIENT C,
��
0 0 ' 1°) 0 01
2 .. .
oG �
RECEIVED
CITY OF TUKWILA
MAR 1 6 2000
PERMIT CENTER
1997 UNIFORM BUILDING CODE
00- IZ3. 2O
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ZON& 3 3 < < ` / 1 C dO
171'd
de 2ootochekal investigaflo and dynamic site response wlysis abaUbe performed to determine seismic coeffideate for Soil Profile Type SF
». ..
1997 UNIFORM BUILDING cor
Devices acting as bumpers to stop moving equipment shall be
considered in the design.
Forces described in this section need not act concurrently with
those described in Sections 2228.3.2 and 2228.5.1.
2228.4 Wind Loads. Outdoor racks exposed to wind shall be de-
signed for the wind loads prescribed by Chapter 16 acting on the
horizontal projection of rack plus contents. For stability, consider-
ation shall be given to loading conditions that produce large wind
forces combined with small stabilizing gravity forces, such as
racks fully loaded, but. with unit loads of much smaller weight than
the maximum posted unit load.
Forces described in Sections 2228.3.2 and 2228.5.1 need not act
concurrently with wind loads. Forces described in Section
2228.3.3 shall act concurrently with wind forces for design pur-
poses.
2228.5 Earthquake Loads.
22285.1 General Steel storage racks which are not connected
to buildings or other structures shall be designed to resist seismic
forces in conformance with this standard.
2228.5.2 Minimum earthquake forces. The total minimum
lateral force at strength design levels shall be determined in ac-
cordance with Section 1630.2.1:
racks or portions thereof where lateral stability is
dependent on diagonal or x- bracing. Connections for
bracing members shall be capable of developing the re-
quired strength of the members.
R = 5.6 for racks where the lateral stability is wholly depen-
dent on moment- resisting frame action.
--)W = weight of rack structure plus contents. Where a number
of storage rack units are interconnected so there are a
minimum of four columns in shy din ction on each col-
umn line designed to resist•hor)zorrtal forces, Wmay be
equal to the total dead load plus 50 percent of the rack -
rated capacity. In Seismic Zones 3 and 4, wholesale and
retail areas, the 50 percent may only be used when com-
bined with C taken equal to 0.70C in Formula
(30-4) and with 2.51R taken equal to 0.70 in Formula
(30 -5).
'Total seismic force shall be assumed to act nonconcurnntly in
the direction of each of the main axes of the rack. For racks having
more than two storage levels, the total lateral force, shall be dis-
tributed over the height of the rack in accordance with
vw1hi
F, -
I wiz,
I -1
in which Fj is the lateral force applied at Level i; Wj is the portion
of the total weight; W, which is assigned to Level i; hi is the height
� . ..:•,...,�.....,,......
EX
CHAP. 22, DIV. X
C_. 4- 2228.3.3
- jl iz loo 2229.3
of Level i above the base of the rack; and n is the total number of
storage levels. The lateral force, V, shall be distributed in propor-
tion to the total weight, W.
Other R values may be considered based on submission of
substantiating data.
2228.6 Storage Racks in Buildings. Storage racks located in
buildings at levels above the ground level, rack buildings or racks
that depend on attachments to buildings or other structures at other
than the floor level for their lateral stability, shall be designed to
resist earthquake forces that consider the responses of the building
and storage rack to earthquake ground motions as specified in
Chapter 16, Division 111.
2228.7 Other Considerations.
2228.7.1 Overturning. In determining overturning moments,
the total weight shall be assumed to act at a height equal to 1.15
times the distance from the floor to the actual center of gravity of
all the horizontal forces.
Equal safety against an overw ning moment shall be provided
when only the top level of the rack is loaded, in which case it is to
be assumed that the force acts through the center of gravity of the
top load.
2228.7.2• Torsional forces. Torsional forces shall be considered
based on the critical combination of loaded and unloaded storage
spaces.
2228.73 Concurrent forces. Forces described in Sections
2228.3.2, 2228.3.3 and 2228.4 need not be assumed to act concur-
rently with earthquake loads.
SECTION 2229 — SPECIAL RACK DESIGN
PROVISIONS
2229.1 Stability of Thus-braced Upright Frames. The maxi-
mum allowable compression stress in the posts of truss -braced up-
right frames shall be determined from Divisions I and IV.
2229.2 Overturning and Height -to -depth Ratio. Overturning
shall be based on the critical combination of vertical and horizon-
tal loads. Stabilizing forces provided by anchor bolts to the floor
shall not be considered to resist overturning unless the anchors are
specifically designed and installed to resist the uplift forces. Un-
less all columns are so anchored, the minimum ratio between
righting moment and overturning moment shall be 1.5. Sections
2228.4 and • 2228.7 shall be considered id the design.
The height -to -depth ratio of a storage rack shall not exceed 6 to
1 measuring to the top of the topmost load unless the rack is an-
chored or braced externally.
22293 Connections to Buildings. Connections of racks to
buildings, if any, shall be designed and installed to prevent reac-
tions or displacements of the buildings or racks from damaging
one another. Section 2228.5 shall be considered.
OCT 0 3 2001
RECEIVP
CI'T'Y OF TUKWILA
MAR 16 90[1
PERMIT CENTER
2 -271
1
September 17, 2001
Mr. Mike Cox
610 Andover Park East
Tukwila, WA 98188
RE: Permit Status D2000 -084
610 Andover Park East
Dear Mr. Cox:
In reviewing our current permit files, it appears that your permit for installation of pallet rack storage,
issued on March 27, 2000, has not received a final inspection by the City of Tukwila Building Division as
of the date of this letter.
Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building
official under the provision of this code shall expire by limitation and become null and void if the building
or work authorized by such permit is not commenced within 180 days from the date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time for a period of 180
days, after the work is commenced.
Based on the above, if the final inspection is not called for within ten (10) business days from the date of
this letter, the Permit Center will close your file and the work completed to date will be considered non-
complying and not in conformance with the Uniform Building Code and /or Mechanical Code.
Please contact the Permit Center at (206) 431-3670 if you wish to schedule a final inspection. Thank you
for your cooperation in this matter.
Sincerely,
Stefania Spencer
Permit Technician
City of Tukwila
Department of Community Development Steve Lancaster Director
\c: Permit File No. D2000 -084
Dunne Cal win. Building Official
Steven M. Mullet, Mayor
6300 Soutltcenter Boulevard, Suite II /00 • Tukwila, IVasltington 98188 • Phone: 206 -431-3670 • Fax: 206 -431 -3665
ACTIVITY NUMBER: D2000 -084
DATE: 3 -16 -2000
PROJECT NAME: OFFICE FURNITURE WHOLESALERS
SITE ADDRESS: 610 ANDOVER PARK EAST
XX Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter # Revision # After Permit Is Issued
DEPARTMENTS:
Building Division
AUK) 3.
Public Works
Complete
\PRROUTE.DOC
5/99
taik
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
n
Fire Pr eention
AA)
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete
Comments:
TUES /THURS ROUTI G:
Please Route Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS: (ten days)
Approved Approved with Conditions
REVIEWER'S INITIALS:
CORRECTION DETERMINATION:
Planning Division
Permit Coordinator
DUE DATE:3 -21 -2000
Not Applicable
No further Review Required
Fl
DUE DATE 4 -18 -2000
n
DATE:
Not Approved (attach comments)
DATE:
DUE DATE
Approved n Approved with Conditions n Not Approved (attach comments)
REVIEWER'S INITIALS: DATE:
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Dear Sir:
Ciiy of Tukwila
Steven M. Mullet, Mayor
Fire Department Thomas R Keefe, Fire Chief
Fire Department Review
Control #D2000 -084
(510)
March 20, 2000
Re: Office Furniture Wholesalers - 610 Andover Park East
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
1. The total number of fire extinguishers required for
your establishment is calculated at one extinguisher for
each 1,500 sq. ft. of area. The extinguisher should be of
the "all purpose" (2A, 20 B:C) dry chemical type. The
travel distance to any extinguisher must be 75' or less.
(NFPA 10, 3 -1.1)
Portable fire extinguishers shall be securely
installed on the hanger or in the bracket supplied,
placed in cabinets or wall recesses. The hanger or
bracket shall be securely and properly anchored to the
mounting surface in accordance with the manufacturer's
instructions. The extinguisher shall be installed so
that the top of the extinguisher is not more than 5
feet above the floor and the clearance between the
bottom of the extinguisher and the floor shall not be
less than 4 inches.
Extinguishers shall be located so as to be in plain
view (if at all possible), or if not in plain view,
they shall be identified with a sign stating, "Fire
Extinguisher ", with an arrow pointing to the unit.
(NFPA 10, 1 -6.3) (UFC Standard 10 -1)
Clear access to fire extinguishers is required at all
times. They may not be hidden or obstructed. (NFPA
10, 1 -6.5)
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 - 575.4439
City of Tukwila
Page number 2
Steven M. Mullet, Mayor
Fire Department Thomas P. Keefe, Fire Chief
Fire extinguishers require monthly and yearly
inspections. They must have a tag or label securely
attached that indicates the month and year that the
inspection was performed and shall identify the
company or person performing the service. (NFPA 10,
4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and
halon type fire extinguishers shall be emptied and
subjected to the applicable recharge procedures.
(NFPA 10, 4 -4.1) If the required monthly and yearly
inspections of the fire extinguisher(s) are not
accomplished or the inspection tag is not completed, a
reputable fire extinguisher service company will be
required to conduct these required surveys. (NFPA 10,
4 -3, 4 -4)
2. No point in a sprinklered building may be more than
250 feet from an exit, measured along the path of travel.
(UBC 1004.2.5.2.2)
3. Exit hardware and marking shall meet the requirements
of the Uniform Fire Code. (UFC 1207 -1212)
Exit doors shall be openable from the inside without
the use of a key or any special knowledge or effort.
Exit doors shall not be locked, chained, bolted,
barred, latched or otherwise rendered unusable. All
locking devices shall be of an approved type. (UFC
1207.3)
Dead bolts are not allowed on auxiliary exit doors
unless the dead bolt is automatically retracted when
the door handle is engaged from inside the tenant
space. (UFC 1207.3)
When two or more exits from a story are required, exit
signs shall be installed at the required exits and
where otherwise necessary to clearly indicate the
direction of egress. (UBC 1003.2.8.2)
Exits shall not pass through kitchens, storerooms,
restrooms, closets or spaces used for similar
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 -575 -4439
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Fire Department Thomas R Keefe, Fire Chief
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purposes. (UBC 1004.2.2) g
Aisles leading to required exits shall be provided = a :
from all portions of buildings. Aisles located within F
an accessible route of travel shall also comply with ?t-.
the Building Code requirements for accessibility.
(UFC 1204.1) w ui
All exit signs shall be illuminated at all times. To
� p
ensure continued illumination for a duration of not o �'
less than 1 1/2 hours in case of primary power loss,
the exit signs shall also be connected to an emergency v
electrical system provided from storage batteries, P: .
unit equipment or an on site generator set, and the "—'Z
system shall be installed in accordance with the w
electrical code. (UBC 1003.2.8.5) H _ ,
Manually operated edge- or surface - mounted flush bolts z
and surface bolts are prohibited. When exit doors are
used in pairs and approved automatic flush bolts are
used, the door leaf having the automatic flush bolts
shall have no door knob or surface - mounted hardware.
The unlatching of any leaf shall not require more than
one operation. (UFC 1207.3)
4. Refrain from blocking sprinkler coverage with
shelving. NFPA standard #13 states that any shelving or
decks in excess of 4 feet in width will require
installation of sprinklers thereunder.
All new sprinkler systems and all modifications to
existing sprinkler systems shall have fire department
review and approval of drawings prior to installation
or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than
50 heads shall have the written approval of the
W.S.R.B., Factory Mutual, Industrial Risk Insurers,
Kemper or any other representative designated and /or
recognized by The City of Tukwila, prior to submittal
to the Tukwila Fire Prevention Bureau. No sprinkler
work shall commence without approved drawings. (City
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575 • Fax: 206 - 575 - 4439
Steven M. Mullet, Mayor
«, * •• ,
Ordinance #1742)
City of Tukwila
Fire Department
Page number 4
Maintain a 3' clear space around the sprinkler
riser(s) for emergency access. (NFPA 13 4 -1.2)
All sprinkler system plans, calculations and the
contractors Materials and Test Certificates submitted
to The Tukwila Fire Prevention Bureau must be stamped
with the appropriate level of competency seal. (WAC
212 -80)
Contact The Tukwila Fire Prevention Bureau to witness
all required inspections and tests. (UFC 10.503)
(City Ordinance #1742)
Sprinklers subject to mechanical injury shall be
protected with listed guards. (NFPA 13- 2.2.7)
5. A fire alarm system is required for this project. The
fire alarm system shall meet the requirements of N.F.P.A.
72 and City Ordinance #1742.
All new fire alarm systems or modifications to
existing systems shall have the written approval of
The Tukwila Fire Prevention Bureau. No work shall
commence until a fire department permit has been
obtained. (City Ordinance #1742) (UFC 1001.3)
Contact The Tukwila Fire Prevention Bureau to witness
all required inspections and tests. (UFC 10.503)
(City Ordinance #1742)
6. All electrical work and equipment shall conform
strictly to the standards of The National Electrical Code.
(NFPA 70)
An aisle to and working space shall be provided for
each electrical panel. An aisle width not less than
24 inches shall provide access to the panel and 30
inches of working space shall be provided directly in
front of the panel. (NEC 110- 16(a), NEC 110- 16(c))
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 • Fax: 206 - 575 - 4439
Steven M Mullet, Mayor
Thomas R Keefe, Fire Chief
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Cizy of Tukwila
Fire Department Thomas P. Keefe, Fire Chief
Page number 5
Steven M. Mullet, Mayor
Each circuit breaker shall be legibly marked to
indicate it's purpose. (NEC 110 -22)
7. Your street address must be conspicuously posted on
the building and shall be plainly visible and legible from
the street. (UFC 901.4.4)
8. This review limited to speculative tenant space only -
special fire permits may be necessary depending on detailed
description of intended use.
9. Storage may not be closer than 36 inches in all
directions to ceiling -hung "Space or Unit" heaters. (UFC
1109.2)
10. Storage may not be closer than 18 inches below
sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1)
11. Foam rubber - backed carpet and foam padding shall be
stored in separate areas away from other carpeting. Foam
rubber- backed carpet and foam padding shall not be stored
higher than 6 feet. Storage higher than 6 feet will
require the installation of "in- rack" sprinklers. Foam
rubber- backed carpet and foam padding when intermixed with
regular carpet shall be treated the same as "all foam ".
(UFC 8103) (NFPA 231)
12. The storage of idle (un -used) pallets is limited to
six feet in height by the Uniform Fire Code. If storage
quantity in excess of six feet in height is required,
outdoor storage must be utilized. (UFC article 81) (NFPA
231)
13. The critical storage height for high -piled
combustible stock in closely packed piles is 12 feet. (UFC
9.110) Storage above 12 feet may necessitate increasing
the sprinkler density to extra hazard and adding smoke
removal capabilities. (UFC 8101) (NFPA 231)
14. To use any building or portion thereof exceeding 500
square feet for the storage of high -piled combustible
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 -575 -4439
■
Page number 6
stock. A floor plan showing the dimensions and location of
the stockpiles and aisles shall be submitted with
applications for such permits. (UFC 8101)
A permit is required to use any building or portion
thereof exceeding 500 square feet for high -piled
combustible storage. (UFC 105.8 -h.3, article 81)
15. Maintain minimum 6" longitudinal flue space between
back to back racks. (NFPA 231C)
16. Smoke venting and curtain boards required by Table
81 -A of the 1997 edition of the Uniform Fire Code, shall be
provided and installed per section 8102.7 and Table 81 -B of
the 1997 edition of the Uniform Fire Code.
17. Racks designed for high -piled storage must comply
with section 2207 of The Uniform Building Code. Please
contact The Tukwila Building Department for details
pertaining to design and installation standards.
18. Nominal 6" transverse flue spaces between loads and
at rack uprights shall be maintained in single row, double
row and multiple row racks. Random variations in the width
of flue spaces or in their vertical alignment shall be
permitted. (NFPA 231c 4 -3.1)
Any overlooked hazardous condition and /or violation of the
adopted Fire or Building Codes does not imply approval of
such condition or violation.
Yours truly,
Fire Department Thomas R Keefe, Fire Chief
51
The Tukwila Fire Prevention Bureau
cc: TFD file
ncd
Steven M. Mullet, Mayor
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439
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