HomeMy WebLinkAboutPermit D2000-399 - PBB USA INC - PALLET RACKPBB USA INC
581 STRANDER BL
D2000 -399
City of Tukwila
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Parcel No: 022330 -0010
Address: 581 STRANDER BL
Suite No:
Location:
Category:. AWSE
Type: DEVPERM
Zoning: CM
Const Type:
Gas /Elec.:
_ Units:
Setbacks:
Wetlands:
Contractor License No:
DEVELOPMENT PERMIT
EASYUSS083Q5
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Permit No:
Status:
Issued:
Expires:
Occupancy: WAREHOUSE
UBC: 1997
001 Fire Protection: SPRINKLERED
North: South: .0 East: .0 West: .0
TUKWILA Sewer: TUKWILA
Slopes: N Streams:
OCCUPANT
OWNER
CONTACT
CONTRACTOR
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
.. . Permit Description:
PALLET RACK INSTALLATION.
PBB USA. INC
581 STRANDER BL, TUKWILA, WA 98188
THE RREEF
.200 1ST AVE W SUITE 308, SEATTLE WA 98119
MATT PREVOST
3731 S 212, KENT., WA 98031
EASY .UP STORAGE SYSTEMS
8731 S 212TH STREET, KENT.,. WA 98031
Permit Center Authorized Signature:
Print Name: l �✓'- ���
Phone:
(206) 431 -3670
D2000 -399
ISSUED
12/22/2000
06/20/2001
Phone: 253- 395 -2033
Phone: 206 395 -2033
.***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Construction Valuation : $ _ .00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No: Size(in):_: .00
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
End Time:
Fill:
No:
Sewer 'Main Extension: N Private:
Storm Drainage: N
Street Use: N
__ Water Main Extension: N Private: N , Public: N
****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
_= TOTAL DEVELOPMENT PERMIT FEES: 650.06
Public:. N
4****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,
L I hereby certify that I have read and examined t permit and know the same
{� to be true and correct.. All provisions of law and ordinances governing this
r work will be complied with, whether specified herein or not.
Date: — CO
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: � V "i "' Date: t 2'2..2 0 4
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.
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Address: 581 STRANGER BL
Suite:
Tenant:
Type: GEVPERM
Parcel #: 022330-0010
CITY OF TUKWILA
Permit No: 62000 -399
Status: ISSUED
Applied: 12/13/2000
Issued: 12/22/2000
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Permit Conditions:
1. No changes will be made to the plans unless approved by the
Engineer and the Tukwila Building Division.
. All construction to be done in conformance with approved
plans and requirements of the Uniform Building Code (1997
Edition) as amended Uniform Mechanical Code (1997 . Edition),
and Washington. State Energy Code ' (1997 Edition) .
. V a l i d i t y v of 'Permit. The issuance of 'a permit or approval of
plans, specifications, and computations shall not be con -
strued to be a permit for or an approval of, any violation
of any of the provisions of the b u i l d i n g code or of any
others ordinance.of the jurisdiction. No permit ~presuming to
give authority to violate or cancel the provisions of this
shall be va:l id
• :All permits, inspection records, and approved plans shall'
avai l.ab l e at the job . si to prior to the start of any con-
struction. 'These .documents are to be maintained and avail
,able. until final inspection approval' is granted.
* * *FIRE 'DEPARTMENT CONDITIONS * **
. :Th`e :attached set of plans have been reviewed by The Fire
Bureau and are acceptable with the following
concerns:
• Storage may not be' closer than'. 36 'inches in all directions
,to .Ceiling-hung "Space or Unit" heaters. (UFC 1109.2)
Storage' not be closer than '18 inches below sprinkler
heads: (NFPA 1 4-2.5)
In double row racks with heights of storage 'up to and
including 25' , an average nominal 6" transverse= flue space
between loads or at rack uprights shall be .maintained.
(NFPA 13)
Maintain ;minimum 6" ` longitudinal flue space between back to
back racks (NFPA 13)
. Where storage height exceeds 15 feet and ceiling sprinklers
only, are installed, fire protection by one of the following
methods is.require,d for steel building columns located
within racks: (aY one-hour fire proofing, (b) sidewall
sprinklers at the 15 foot elevation of the column, (c)
ceiling sprinkler density' minimums as determined by the
Tukwila Fire Prevention Bureau. (NFPA 13)
12. Aisles leading to required exits shall be provided from all
portions of buildings. Aisles located within an accessible
route of travel shall also comply with the Building Code
requirements for accessibility. (UFC 1204.1)
13. Depending on the classification of the commodity being
stored and the size of the storage area smoke vents, small
hose stations and curtain boards may be required by Table
81 -A of the Uniform Fire Code. Contact the Tukwila Fire
Prevention Bureau for further information.
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h hereby certify t I" have read these condit and will comply
wit them as outlined All ; prov;isions. of` law and ordinances governing
this ,. wo'rkt wi11,,.be'complied with_, ;whether' specified herein or not.
The grantI,nq of^ th`is permit does not :presume to give authority to
violate 'or cancel . the provisions of any other work or local laws
regulating .construct:,ion or the performance of, work.
ignature
Print Names
Date: i 'L-
14. An approved hose station requires plans review. (Plans
must be submitted to the Fire Marshal for approval prior to
installation.) (City Ordinance #1901)
15. 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.
6 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.
17. High -piled combustible storage is combustible materials in
closely packed piles more than 12 feet in height or
combustible materials on pallets or, in racks niore than 12
feet in height. For certain special- hazard commodities
such as rubber tires, plastics, some flammable liquids,
idle pallets, etc., the critical pile height may be as low
as 6 feet. (UFC.'article 2, sec. 209 -H)
18. Contact the Tukwila Fire Prevention Bureau to witness all
inspections arid tests. (UFC 10 }503) (City
Ordinance #1900 and 41901)
19.. This review limited to speculative tenant space only �-
special fire permits may be necessary depending on detailed
description of intended use:
0 Any overlooked hazardous condition. and /or violation of the
adopted Fire or Building Codes does not imply approval of
such, ":condition `.,or violation.
21 The' plans were reviewed 511. If you have any questions
,please call' the Tukwila Fire .Prevention Bureau at
(206)575 -4407
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Value of
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Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel Office
❑ School /College/University ❑ Other
Site Ad ress (include suite num r) C t ip:
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Phone:
Street Address:
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Fax #:
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Description of work to be done (please be specific)
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Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑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
Building Square Feet: �1 000 existing No. of Stories: � Area of construction (sq ft): ( Cl/ I (o •
Will there be a change of use? ❑ yes gl no
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage? n yes ❑ no
Existing fire protection features: CI sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify)
Will there be storage of flammable/combustible hazardous material in the building? ❑ yes .no
Attach list of materials and storage location on separate 8 1/2 X11 paper indicating quantities & Material Safety Data Sheets
Date a
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by: (initials)
CITY OF TUK'
Permit Center
6300 Southcenter t3lvd., Suite 100
Tukwila, WA 98188
(206) 431 -3670
Commercial / Multi - Family Tenant Improvement / Alteration Permit Application
Project Numuer:
Permit Number: D
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 PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING:
(Additional reviews may be determined by the Public Works Department)
❑ Flood Control Zone ❑ Hauling
❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk
• Fire Loop /Hydrant (main to vault) #: Size(s):
❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation
❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public
❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public
❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only
❑ Water Meter /Permanent # Size(s):
❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule:
❑ Miscellaneous
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.
PLEASE SIGN BACK OF APPLICATION FORM
11/30/00
crperntil.doc
BUILDING OWNER OR AUTHOR!
AGENT.
Signature: ' 170p
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Date: ( (
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APPLIrNS MUST BE SUBMITTED WITH T'E FOLLOWING:
> 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, Z
identify by size and species which are to be removed and saved i • I
10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use
only) Q 2
11. Location and gross floor area of existing structure with dimensions and setback J 0
12. Lowest finished floor elevation (if in flood control zone) 0 O
13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). • I
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❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled m
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❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of w0 2
any hazardous materials; dimensions of proposed tenant space.
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❑ ❑ Vicinity Map showing location of site to d
❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying Z Ui
g g g g g, P P fy� g rack
layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of I— O
rack. Structural calculations are required for rack storage eight feet and over. w I -
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❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished v p
❑ ❑ Construction details 0 �
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in In Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water ti-
supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed u_ p
sprinkler system design criteria as identified by the Fire Department. Iii Z
= ❑ r:1 Washington Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. (_
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❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Z
❑ ❑ 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 999 Third Avenue, Suite 700, 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 I 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
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CITY OF TUKWILA.. WA ~ TRANSMI t
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TRANSMIT Nuumber : R9 800411 .Amc,unt; 395.75 12/22/00 11:49 co O1
Payment Method: CHECI( Notation: THE UPRIGHT GROU. In TLN 2 :
Permit No: 1)2000 -339 Type:: DEVPERM DEVELOPMENT PER14IT �3 =Cy
Parcel No: 022330-0010
Site Address: 361 5TRANDER 131_ 1- _
4 Total Feezr, 650.06 'z F :
This Pavment 395,75 Tots l: ALL Pars: 650.06 E0,
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Aroau Code, Desor, i of i o Amount p N, .
0.00/322.100 BUILDING �` NONI E9 391 2S 'Ot
000/386 O4 9 STATE :BUILDING 3URi:19ARGE - 4.50 =
- - - '""'"'......•.'.......... LL
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0964 12/26 9719 TOTAL 395.7.E
i �'. t fip 77 ; d'}T r�,, v^�? t �7C $' F;j? G Ma: *tF�N' 'v ti r,, 67C,i C47 IA
c * * ** * **fii * * * * ** * *•1i ** ** * ** fir * ** fie * * ** * * ** * * *** **:1 ** *** *.i * * * * * * **
Tv OF" TUKW1Lt1. A TRANtiMJ M
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• TRAN"M.IT Number. 89800407 Amount: 254.31. 12/13/00 15:25
Pavma'ni, •Method: .CHECK ': t4atatian THE UPRIGHT 6ROu___Init: fLII
Ner•.mi t No: •132000 -399 Tvn N VPERId „DEVELOPMENT • PERMIT
P arcel . .Na: . 02233 -001.0 _,
a -t'e Ad.{lr''es5.a :53i..STRANDER DL
ata1 'C=ce5s 651).06
Thi Pavmarnt 254.31 Tata ALL Pmts: 254.31
Balancer, 335.75
* * * **;*`* fir * * * * * * * * ** * ** fir* * * *** * * * * ** * ** ** * * * * *. * ** *fi * * ** **• icie* ** ** -
Account Cade Descr•`i et ion A mount
0001345 330•. PL,.AN, ::CHECK - NCNE? E3
7 �4.J
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0702 12/14 9710 , TOTAL 25441
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Pro ect:
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Ivpe of Ins l ectiion
0/'45 - Wax-1172k 1115,
Date c a led: U
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Address: ,{ , ���
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Special instructions:
Dat n ed:
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Phone:
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INSPECTION RECORL
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
• N I t
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D?O 3?
PERMIT NO.
1Kpproved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Inspector: '� ()' virip Date: s
$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection.
Receipt No:
Date:
'., �'* ?'"• R�:::l.' � �rsn' s���e.:^: �:€ ���s .�!€.:a'<:w;E�` "'�Y,:`^'�d��a sa'`..�:;�i�:,:�;yf
f a JOU : - h.••tf, ate+ F. i;Y?tt^,.t.L?'m.. #...,7,ay.Q.Jx
Retain current inspection schedule
Needs shift inspection
City of Tukwila John W. Rants, Mayor
Fire Department Thomas P Keefe, Fire Chief
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre -Fire:
Permits:
Approved without correction notice
Approved with correction notice issued
Permit No.
-31
Authorized Signature
FINALAPP.FRM T.F.D. Form F.P. 85
/-10
Date
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439
4.*
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ALE COPY
I understand that The Plan Check approvals are
subject to errors and omissions and approval of
plans does not authorize the violation of any
adopted code or ordinance. Receipt of con-
tractor's copy of approved plans acknowledged.
New Warehouse Plan
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REVISIONS
BE MADE TO
WC WITHOUT PRIOR
TUI(VIILA BUILDING
14J1E: 1 PLAN SUBWITAL
AND MAY INCLUDE ADDgpxg-poktA FEES.
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PERMIT CENTER
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RECEIVED
CITY OF TUKWILA
PERMIT CENTER
114. /I
October 19, 2000
Matt Prevost
Easy -Up Storage Systems
8731 S 212th
Kent, WA 98031
J.R. lrONNETT ENGINEERING
RE: Seismic Anchoring for Storage Racking for:
PBB Global Logistics
581 Strander Blvd.
Tukwila, WA 98188
(JRBE Job # 00- 197.20)
Dear Mr. Prevost:
Review of the information relating to the storage shelving at the above location revealed two basic geometries and
two loading conditions, which have been identified as type "I" and type "II ". Type "1" consists of rack config. I
from the diagram we received from your office. Type "11" consists of rack config. II from the diagram we received
from your office. 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 baseplate and anchoring per sheet 10 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.
.Please contact us if you have any questions. .
Sincerely,
J.R. Bonnet, Engineering
CIVIL & STRUCTURAL ENGINEERING /CONSULTING
803 E. 3 AVENUE
SPOKANE, IVA. 99202
PIIONE:(509) 534.3929 FAX :•(509)534 -4014
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RECEIVED •
CITY OF TUK'!': LA
DEC 1 3 2000
PERMIT CENTER
[EXPIRES 10 -3 - 0 2.. , j
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
SOD Ov - 19 W Ze.)
SHEET NO. / OF
CALCULATED BY M/1 G DATE 'J' / ' '
CHECKED BY C.' DATE
SCALE
JOB NAME PBB GLOBAL LOGISTICS
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
•
3
5.0 inches
2000.0 psi
1500.0 psf
36.0 ksi
V = (2.5 *Ca / R) *I *W
Z = 0.30
I = 1.0
C, = 0.36
R = 4.4
(2.5 *Ca / R) *1= 0.20
F 1.40 (Working Stress Reduction Factor)
p = 1.0 (Redundancy/Reliability Factor)
C = (2.5 *C *I* r/F,. = 0.15 (Adjusted Seismic Coef.)
V=
Pi = V * (Wi *Hi) /SUM(Wx *Hx)
SEE SHEETS Z 6
FOR MORE LOADING INFO.
0.15 W
PRODUCT 207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB DO -19 7 w
SHEET NO. Z '" OF
CALCULATED BY 406- DATE I0 4JG
CHECKED BY ' -74 DATE
SCALE
+15-0" A.F.F
+7' -6" A.F.F
RACK ELFVATION
2500#
2500#
(RACK TYPE I)
C PRODUCT207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB
— P77. 2.0
SHEET NO. -'
CALCULATED BY M/l v
CHECKED BY
OF
DATE / /J
DATE
SCALE
INPUT DATA
RACK TYPE
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
5.00
PALLET "I "
Mot = 1.15 *SUM (M) _
Mres. = SUM(W) *D /2
DOWNLOAD = (Mot + Mres.) /D =
UPLIFT = (Mot- Mres.)/D
WEIGHT, Wi
2.50 kips
2.50 kips
3.50 FEET
2.0
HEIGHT, Hi
15.00 feet
7.50 feet
CASE I - ALL LEVELS LOADED
# Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.50 15.00 37.50 0.487 7.31
2 2.50 7.50 18.75 0.244 1.83
56.25 0.73 9.13
10.50 kip -ft
8.75 kip -ft
5.50 kip
0.50 kip
C PRODUCT 297
J. R. BONNET ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB
SHEET NO
00— /9/• 2.
I/
OF
CALCULATED BY tf6 DATE /4 / mo d
CHECKED BY 0;47 DATE
SCALE
CASE II: - ALL LEVELS LOADED EXCEPT BOTTOM
Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
2.50 15.00 37.50 0.365 5.48
7.50
2.50
37.50 5.48
Mot = 1.15 "SUM (M) = 6.30 kip -ft
Mres. = SUM(W) *D /2 4.38 kip -ft
DOWNLOAD = (Mot + Mres.)/D = 3.05 kip
0.55 kip
UPLIFT = (Mot- Mres.)/D
Y
. `
r
Lmax
/ V
/
/ Lmax 1/
j ,
i - .
❑
■
, ,
CO 0
W0
` .
Z
I— 0'
Z
ut
0 =
i0-1.
'0 I—
W
LL I
• Z'
in
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534-4014
JOB )c) 19I. Zv
SHEET NO. 5
CALCULATED BY / JAG
OF
DATE 0 "
CHECKED BY DATE
SCALE
BASEPLATE CASE IV
RACK TYPE: PALLET "I "
MAX DOWNLOAD =
MAX UPLIFT =
COLUMN DIMENSIONS
X
Y =
PLATE DIMENSIONS
x=
y
SLAB THICKNESS =
F'c =
SOIL BRG
Fy
SLAB ANALYSIS
Ft = 3.5'SQRT(F'c)
S
Ma =
SOIL BRG =
M =
Lmax =
SOIL Areq'd =
X slab =
Y slab =
SOIL A prov =
SLAB OK
BASEPLATE ANALYSIS
TRY pL w/ t =
S=
Fb=
MpL =
MpL = 1/2'fp'l ^2
ApL = x * y
le max =
a prov. =
b prov. _
a eff. =
b eff. =
l eff =
ApL eff. _
fp = P/A =
MpL =
t req'd =
BASEPLATE OK
5.50 kips
0.50 kips
3.00 inches
3.00 inches
5.00 inches
8.00 inches
5.0 inches
2000 psi
1500 psf
36 ksi
156.52 psi
50.00 in ^3
652.19 #'
2000.00 psf
1/2(SOIL)L ^2
9.69 inches
2.75 feetA2 .
24.38 inches
27.38 inches
4.64 feet ^2
0.375 inches
0.023 in ^3
36.0 ksi
0.844 kip"
4.171 inches
1.000 inches
2.500 inches
1.000 inches
2.500 inches
2.500 inches
40.000 inches ^2
0.138 ksi
0.430 kip"
0.268 Inches
CASE IV
Y
SLAB ANALYSIS
BASEPLATE ANALYSIS
C PRODUCT 207
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534-4014
+16' -0" A.F.F
+10' -8" A.F.F
• 4 +5' -4" A.F.F
RACK FLEVATION
3/8 " =1' -0"
JOB lj 1 97. a
SHEET NO. OF
CALCULATED BY I 6 DATE /b /Gw
CHECKED BY �/0 DATE
SCALE
2500#
2500#
2500# •
(RACK TYPE II)
10 w;
O {
LL Q ■ .
w,
W w
2 p;
m p
; V p N,r
i0
w w'
p
W Z �
c .
O ;
J. R. BONNEIT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB 60 /97. 2-
SHEET NO
CALCULATED BY ,W/1
CHECKED BY DATE
SCALE
OF
DATE 1 D /U"
INPUT DATA
RACK TYPE PALLET "II"
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
3
CASE I - ALL LEVELS LOADED
Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.50 16.00 40.00 0.548 8.77
2 2.50 10.67 26.68 0.365 3.90
3 2.50 5.33 13.33 0.183 0.97
7.50
Mot = 1.15 *SUM (M) =
Mres. = SUM(W) *D /2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot - Mres.)/D
WEIGHT, Wi
2.50 kips
2.50 kips
2.50 kips
3.50 FEET
3.0
80.00 1.10 13.64
15.68 kip -ft
13.13 kip -ft
8.23 kip
0.73 kip
HEIGHT, Hi
16.00 feet
10.67 feet
5.33 feet
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
JOB I q7. ZO
SHEET NO. 6 OF
CALCULATED BY R " G
CHECKED BY Cf>t DATE
SCALE
DATE /CV
CASE II: - ALL LEVELS LOADED EXCEPT BOTTOM
# Wi Hi WxH Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.50 16.00 40.00 0.438 7.01
2 2.50 10.67 26.68 0.292 ' 3.12
5.33
5.00
Mot = 1.15 *SUM (M)=
Mres. = SUM(W)*D/2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot- Mres.)/D
2.50
Mot = 1.15 *SUM (M) _
Mres. = SUM(W)*D/2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot- Mres.)/D
66.68 10.13
11.65 kip -ft
8.75 kip -ft
5.83 kip
0.83 kip
CASE III - ALL LEVELS LOADED EXCEPT BOTTOM (2)
# Wi Hi W x H Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.50 16.00 40.00 0.365 5.84
2 10.67
3 5.33
40.00 5.84
6.72 kip -ft
4.38 kip -ft
3.17 kip
0.67 kip
C PRODUCT 207
I W
_.
1- a
Z
0
0 I-
uJ a.
U 1-
t U Z `
iU ,
.
H
0 H
Z
'
Lmax
YpI
Lmax
',
/ J ,
SIX
■
a
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534 -3929
FAX: (509) 534 -4014
.s
JOB 11 V
SHEET NO �l
CALCULATED BY /14 R6
c sx'
CHECKED BY
OF
DATE Id/ tAD
DATE
SCALE
BASEPLATE CASE IV
RACK TYPE: PALLET "1I"
MAX DOWNLOAD =
MAX UPLIFT =
COLUMN DIMENSIONS
X=
Y=
PLATE DIMENSIONS
x=
y=
SLAB THICKNESS =
F'c =
SOIL BRG =
Fy =
SLAB ANALYSIS
Ft = 3.5•SQRT(F'c)
s=
Ma =
SOIL BRG =
M=
Lmax =
SOIL Areq'd =
X slab =
Y slab =
SOIL A prov =
SLAB OK
BASEPLATE ANALYSIS
TRY pL w/ t =
S=
Fb=
MpL =
MpL =12•fp•l ^2
ApL =x•y
le max =
a prov. _
b prov. _
a eft =
beff.=
I eff=
ApL eff. _
fp = P/A =
MpL =
t req'd =
8.23 kips
0.67 kips
3.00 inches
3.00 inches
5.00 inches
8.00 inches
5.0 inches
2000 psi
1500 psf
36 ksi
156.52 psi
50.00 in ^3
652.19 #'
2000.00 psf
12(SOIL)L ^2
9.69 inches
4.12 feet ^2
24.38 inches
27.38 inches
4.64 feet ^2
0.375 inches
0.023 in. ^3
36.0 ksi
0.844 kip"
3.056 inches
1.000 inches
2.500 inches
1.000 inches
2.500 inches
2.500 inches
40.000 inches ^2
0.206 ksi
0.643 kip"
0.327 inches
BASEPLATE OK
B.
CASE IV
Ys!
SLAB ANALYSIS
BASEPLATE ANALYSIS
C PRODUCT 207
* .. w, w»». a, e». n». o« w+. w. ww...,++.. Mw. s...« w.=...... ...na.: _- -
J. R. BONNETT ENGINEERING
803 East 3rd Avenue
SPOKANE, WA 99202
TEL: (509) 534-3929
FAX: (509) 534-4014
JOB 00 ` /17 24)
SHEET NO. OF
OF
CALCULATED BY //MT DATE ), �J
CHECKED BY Cr
SCALE
0 1 /2„_1"
2 1/2"
EQ. EQ.
2 1/2"
BASEPLATE DETAIL
(RACK TYPES I & II)
1 /8"
STEEL POST
BY OTHERS.
PL 3/8" W/ (2) 1/2"0
RAWL STUD EXP. ANCH.
W/ 3" EMBED.
(SPECIAL INSP. NOT REQ'D.)
MIN.
NOTICE: IF THE DOCUMENT_ IN THIS FRAME IS LESS CLEAR THAN
THISNOTICE IT'IS DUE TO THE QUALITY _OF THE DOCUMENT. :,
ANCHOR
DIAMETER
(Metter')
HOLE
SIZE
(Inches)
EMBEDMENT
DEPTH
(Inches)
I', a 4000 psi
Tension
Shear
With
SPKIN
Insp ion'
Without
Spacial
Inspection'
1 /4
3 /8
1
850
425
455
3/8
1 / 2
1
1600
800
1055
1 /2
3 /8
2
2250
1125
1660
3 /8
7 /8
3
2615
1310
3100
3 /4
1
3
3480
1740
4400
ANCHOR E
EMBEDMENT I
INSTALLATION
P. = 2000 psi t
t'.. 4000 psi /
/'. a 6000 ps
Tension T
Shear S
Tension T
Tension
With W
Without W
With W
Without W
Shear S
With W
Without
Shear
1 /4 I
I /8 8
8 4
420 2
210 3
365 5
570 2
285 5
520 5
570 2
285 5
520
1 /4 1
1 8
8 5
530 2
265 4
415 6
645 3
325 5
520 6
640 3
320 5
520
1 /4 2
2 8
8 6
680 3
340 4
480 7
720 3
360 5
520 7
765 3
380 5
520
3 /8 2
1 2
28 8
890 4
445 9
960 1
1030 5
515 1
1295 1
1040 5
520 1
1450
3 /8 3
2 2
28 9
975 4
490 1
1065 1
1075 5
540 1
1355 1
1100 5
530 1
1480
3 2
28 1
1200 6
600 1
1350 1
1200 6
600 1
1510 1
1335 6
665 1
1560
1/2 2
2 6
60 1
1630 8
815 1
1600 1
1655 8
830 1
1735 1
1655 8
830 1
1745
1 /2 3
3 6
60 1
1785 8
890 1
1655 2
2015 1
1005 1
1800 2
2015 (
(005 1
1825
4 6
60 1
1985 ' 9
995 1
1725 2
2485 1
1245 1
1885 2
2485 1
1245 1
1930
3 /8 2
2 9
90 1
1910 9
955 2
2215 2
2090 1
1045 2
2215 2
2100 1
1050 2
2525
3 /s 4
4 9
90 2
2345 1
1170 2
2305 2
2535 1
1270 2
2420 2
2890 1
1445 2
2595
5 9
90 2
2755 1
1375 2
2375 2
2890 1
1445 2
2585 3
3525 1
1765 2
2566
3 /4 3
3 1
175 2
2685 1
1345 3
3665 2
2685 1
1345 3
3665 3
3880 1
1940 3
3815
5 1
175 3
3715 1
1855 3
3945 3
3925 1
1960 4
4280 4
4845 2
2425 4
4510
3/4 6
6 1
175 4
4345 2
2175 4
4115 4
4685 2
2345 4
4655 5
5400 2
2720 4
4940
3 2
250 3
3085 1
1540 —
— 3
3955 1
1980 —
— 4
4820 2
2410
3/4 4
4 2
250 3
3575 1
1790 —
— 4
4405 2
2205 —
— 5
5250 2
2625
7 /8 5
5 2
250 4
4560 2
2280 —
— 5
5305 2
2655 —
— 6
6110 3
3055
1 4
4 3
300 3
3470 1
1735 —
— 5
5000 2
2500 —
— 6
6845 3
3420
I 5
5 3
300 4
4565 2
2285 —
— 5
5680 2
2840 —
— 7
7475 3
3755
1 6
6 3
300 5
5845 2
2920 —
— 6
6365 3
3180 —
— 7
7800 3
3900
1 5
5 4
450 5
5060 2
2530 —
— 6
6830 3
3415 —
— 8
8750 4
4375
1 7
7 4
450 5
5060 2
2530 —
— 7
7000 3
3500 —
— 9
9050 4
4525
Page 4 of 10
TABLE NO. II —RAWL -STUD ANCHOR ALLOWABLE SHEAR AND TENSION VALU (P ounds) 1,2 . 5
eta at shear and tensile values are f or anc 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 11ese tension values are applicable when the anchors are installed with special inspection as set forth in Section 306 of the code.
5 The allowable loads may not be increased for duration of loading such as for wind or seismic Toads.
TABLE NO. III —RAWL STEEL DROP -IN ALLOWABLE
SHEAR AND TENSION VALUES (Pounds)
The tabulated shear and tensile values are fo 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 loads may not be increased for duration of loading such as for wind or seis-
mic loads.
e'fhe Drop -In anchor must be completely embedded within the concrete.
Report No. 4514
IZ
CHAP? 16, DIV. IV
1630.1.2
1630:3.2
and strength of elements, which arc significant to the distribution
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 moment does not exceed 0.10; the ratio may be evaluated for
any story as the product of the total dead, floor live and snow bad,
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
0.02/R
16302 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,I
R W
The total desig base shear need not exceed the following:
(30-4)
V = 2.5 C, 1 w (30-5)
R
The total design base shear shall not be less than the following:
v = 0.11 c, r w (30-6)
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
16302.2 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 (h,) (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 Cr for structures with concrete or ma-
sonry shear walls may be taken as 0.1 /,i (For SI: 0.0743/ g
for A in m
The value of A shall be determined from the following for-
mula:
A, = EA, [0.2 + (D, /h „) (30 -9)
The value of D /h„ used in Formula (30 -9) shall not exceed 0.9.
2 -14
2. Method 11: 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 Tobtained 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 = 211 I w i b, 2 g 2 f r br (30 - 10)
r•r r -r
The values off 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, br, shall be calculated using the applied lateral
forces, f.
1630.23 Simplified design base shear.
163023.1 General. Structures conforming to the requirements
of Section 1629.8.2 may be designed using this procedure.
1630.232 Base shear. The total design base shear in a given
direction shall be determined from the following formula:
V = 3.0 W
(30 -11)
where the valve 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 the soil profile type, Type So shall be used in
Seismic Zoom 3 and 4, and Type SE shall be used in Seismic Zones
1, 2A and 2B. In Seismic Zone 4, the Near - Source Facto; N need
not be greater than 13 if none of the following structural irregular-
ities are present: Type 1, 4 or 5 of Table 16-L, or Type 1 or 4 of
'Bible 1.6-M.
1630233 Vertical distribution. The forces at each level shall
be calculated using the following formula:
3.O C,
F= — w (30 -12)
where the value of Co shall be determined in Section 1630.2.3.2.
1630.23.4 Applicability. Sections 1630.1.2,1630.1.3, 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 PD effects
and drift in accordance with Sections 1630.1.3,1630.9 and 1630.10.4,
shall be prepared using design seismic forces from Section 1630.23.2.
Where used, AM 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 ' R w and need not exceed 1.0 C w, but shall not be
less than 0.5 C w� R and P,, shall be taken from Table 16 -N.
1630.3 Determination of Seismic Factors.
16303.1 Determination of S?,,. 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 Q, and the design seismic forces set forth in Sec-
tion 1630. For both Allowable Stress Design and Strength Design,
the Seismic Force Overstrength Factor, 54,, shall be taken from
Table 16 -N.
1630.3.2 Determination of R. The notation R shall be taken from
Table 16 -N.
•
1997 UNIFORM BUILDING CODE
/3
Z
C4 2
w
6
'U O”
(0 o
J =
CO H
Ili O
g Q
m
H
Z
H O `
Z I
0 I-
w ul
uj
LL
• Z
0 =`
o �
Z.
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 -J.
1636.2 Definitions. Soil profile types are defined as follows:
SA Hard rock with measured shear wave velocity, P,> 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).
Se Very dense soil and soft rock with 1,200 ft./sec. < v, 5
2,500 ft./sec. (360 m/s v, S 760 m/s) or with either
•R > 50 or y, a 2,000 psf (100 kPa).
Stiff soil with 600 ft./sec. 5 v, 5 1,200 ft./sec. (180 m/s
5 v, 5 360 m/s) or with 15 5 R 5 50 or 1,000 psf 5 y,
5 2,000 psf (50 kPa 5 y, 5 100 kPa).
A soil profile with v , < 600 RJsee. (180 m/s) or any pro-
file with more than 10 ft. (3048 mm) of soft clay defined
as soil with PI > 20, wine Z 40 percent and s, < 500 psf
(25 kPa).
Soils requiring site - specific evaluation:
SD
SE
SF
1. Soils vulnerable to potential failure or collapse under seis-
iic loading such as liquefiable soils, quick and highly sensitive
clays, collapsible weakly cemented soils.
2. Peats and/or highly organic clays [H > 10 ft. (3048 mm) of
peat and/or highly organic clay where H = thickness of soil].
3. Very high plasticity clays [11 > 25 ft. (7620 mm) with PI >
75].
. 4. Very thick soft/medium stiff clays [if > 120 R (36 5130
mm)].
v,
Division V —SOIL PROFILE TYPES
EXCEPTION: Wben the soil properties aro sot Isms insufficient
detail to determine the soil profile type, Type SD shill be used. Soil Pro -
`filo Type SB need nett be assumed unless the building official deter-
mines that Soil Profile Typo fig may be present at the site or in the event
that Type SB b established by geotechnIcal data.
The en ena set fo m e s efinition or Profile Typo 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 v„ Average shear wave velocity. v, shall be deter-
mined in accordance with the following formula:
WHERE:
4 = thickness of Layer i in feet (m).
v = shear wave velocity in Layer i in ft. /sec. (m/sec).
1636.2.2 N, average field standard penetration resistance and
Ncu, average standard penetration resistance for colicsionlcss
soil layers. Wand Rai shall be determined in accordance with the
following formula:
and
E d
1 -i
d
d,
" 1
17 1
t -
CHAP. 16. DP/. V
1636
1636.2.6
(36 -2)
(36 -3)
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).
N! = the standard penetration resistance of soil layer in
accordance with approved nationally recognized stand-
ards.
1636.23 1, Average undrained shear strength. y shall be
determined in accordance with the following formula:
d
= (36-4)
sal
r - 1
WHERE:
4 = the total thickness (100 — d,) of cohesive soil layers in the
top 100 feet (30 480 mm).
S„r the undrained shear strength in accordance with
approved nationally recognized standards, not to exceed
5,000 psf (250 kPa).
1636.2A . Soft clay profile, SE. The existence of a toW.thidmess
of soft t:lay greater than 10 feet (3048 mm) shall be investigated
wheie a soft clay Wet is defined by s, < 500 psf (24 kPa),
40 percent and PI > 20. If these criteria are met, the site shall be
classified as Soil Profile Type SE.
1636.2.5 Soll 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„ T1 and y, computed in all cases as speci-
fied in Section 1636.2.
1. V, for the top 100 feet (30 480 mm) (v, method).
2. R for the top 100 feet (30 480 ram) (R method).
3. Rey for cohesionless soil layers (PI < 20) in the top 100 feet
• (30 480 mm) and average Y. for cohesive soil layers (P1 > 20) in
the top 100 feet (30 480 mm) (y„ method).
1636.2.6 Rock profiles, SA and SE. The shear wave velocity for
rock, Soil Profile Type SB, shall be either measured on site or esti-
(36-1) 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 shalt be supported
by shear wave velocity measurement either on site or on profiles
of the same rock type in the same formation with an equal or
greater degree of weathering and fracturing. Where hard rock con-
ditions are known to be continuous to a depth of 100 feet (30 480
mm), surficial shear wave velocity measurements may be extrap-
olated to assess v,. The rock categories, Soil Profile Types SA and
2 -23
/y
z
u6
—1 C.)
U 0
CO
w w :
J
IL :
w 0
u 5 '
co g
I— w ,
Z �
1- 0
Z 1-
CU uj
0 ,„
0 N
0 I—
CU u i
u.
t .. z,
0 II-- ?
O
TABLE 16-0
TABLE 16-Q
TABLE 16- Q—SEISMIC COEFFICIENT C
/5
1997 UNIFORM BUILDING COD
ZoN& 3
See Footnote 1 U mo o
1 Site- specific 6eotecbnlcal Investigation and c site
dpnami response analysis shall be performed to determine seismic coefficients for Son Profile Type SF
1997 UNIFORM BUILDING COD'
Devices acting as bumpers to stop moving cquipmcnt 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.
2228.5.1 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:
R
--> W
r 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.
= 5.6 for racks where the lateral stability is wholly depen-
dent on moment- resisting frame action.
= weight of rack structure plus contents. Where a number
of storage rack units are interconnected so there are a
minimum of four coluinns in any direction on each col-
umn line designed to resist horizontal forces, Wmay be
equal to this 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 0.70Q in Formula
(30-4) and with 2.5 /R taken equal to 0.70 in Formula
(30 -5).
Total seismic force shall be assumed to act noncoucur ently in
the direction of each of the main axes of the rack. For racks having
more than two storage levels, the total lateral force, if shall be dis-
tributed over the height of the rack in accordance with
F u _ VW
I w
I -i
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
CHAP. 22, DIV. X
2228.3.3
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 racics 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 III.
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 overturning 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 ads through the center of gravity of the
top load
2228.7.2• Torsional forces. lbrsional forces shall be considered
based on the critical combination of loaded and unloaded storage
spaces.
2228.73 Concurrent forces. Forces described in Sections
22283.2, 222833 and 2228.4 need not be assumed to act concur-
rently with earthquake loads.
SECTION 2229 — SPECIAL RACK DESIGN
PROVISIONS
2229.1 Stability of Truss - 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 N
2229.2 Overturning and Height -to -depth Ratlo. Overturning
shall be based on the critical combination of vertical and horizon-
tal bads. 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.
2229.3 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.
2 -271
w..* - 4^eree,t. "01.Wk. 99!rnrn.Fa +neu:Wh'. d:t .4rvw YF445 #031F M1R9 ?t
DEPARTMENTS:
Buildi!ivision
41Q( (t -(
Public Works
Complete
u'RROUn.nuc
srn
I I
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER:' D2000 -399 DATE: 12 -13 -2000
PROJECT NAME: PBB USA INC
SITE ADDRESS: 581 STRANDER BL SUITE NO:
XX Original Plan Submittal Response to Incomplete Letter # 1
Response to Correction Letter # Revision # After Permit Is Issued
APPROVALS OR CORRECTIONS: (ten days)
6 11
Fire Prevention N
ANC. rz - Is - O ) n
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete
TUES /THURS ROUTI G:
Please Route Structural Review Required
REVIEWER'S INITIALS:
Planning Division
Permit Coordinator
DUE DATE: 12 -14 -2000
Not Applicable
II
Comments:
No further Review Required
DATE:
DUE DATE 1 -11 -2000
Approved Approved with Conditions U Not Approved (attach comments)
REVIEWER'S INITIALS: DATE:
CORRECTION DETERMINATION: DUE DATE
Approved n Approved with Conditions Not Approved (attach comments)
REVIEWER'S INITIALS: DATE:
LICENSE DETAIL INFORMAr Form Page 1 of 1
STATE OF WASHINGTON
DEPARTMENT OF LABOR AND INDUSTRIES
Specialty Compliance Services Division
P. O. Box 44000 Olympia, WA 98504 -4000
THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS:
LICENSE DETAIL INFORMATION
Current Filter: None
Registration# or License EASYUSS083Q5
Name EASY UP STORAGE SYSTEMS
Address 8731 S 212TH ST
Address
City KENT
State WA
Zip 98031
Phone Number 2533952033
Effective Date 11/25/92
Expiration Date 11/1/01
Registration Status ACTIVE
Type CONSTRUCTION CONTRACTOR
Entity CORPORATION
Specialty Code INST EQUIP /STAT FURN /LAB T /LO
Other Specialties
UBI Number 601052449
* * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * *
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