HomeMy WebLinkAboutPermit D2000-265 - LOWES - RACKSLOWES COMPANY
101 ANDOVER PK E
EXPIRED
SEP 0 6 ZOOZ
D2000 -265
City of Tukwila
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Parcel No: 022300 -0030 Permit NO 02000 -265
Address: 101 ANDOVER PK E Status: ISSUED
:quite No: Issued: 09/14/2000
Location: Expires: 03/13/2001
Category: ARET
Type: DEVPERM .
Zoning: TLIC
Const Type: RACKS Occupancy: STORE
Gas /Elec.: UBC: 1997
Units: 001 Fire Prdtection: SPRINKLERED
Setbacks: North: .0 South: .0 East: .0 West: .0
Water: N/A Sewer: N/A
Wetlands: Slopes: N Streams:
Contractor License NO: CHANCCC003LW
OCCUPANT LOWE'S:COMPANIES INC. Phone:
101.. ANDOVER PK E, TUKWILA WA 98188
OWNER SABEY DAVID A
PO BOX '9347, SEATTLE WA 98109
_
CONTACT BRAD ROBINSON EXp;R 5470
101 ANDOVER PK E, TUKWILA, WA 98188
CONTRACTOR CHANCE CONSTRUCTION CO SEP 06 200�i
4 PO - BOX 1533, HEMPHILL TX 75948
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Permit Description:'
BUILDING OF H- RAC};: FOR PRODUCT AS INDICATED ON
BLUEPRINT.
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Construction ,Val uat i on c $ .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
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TOTAL DEVELOPMENT PERMIT' FEES: £ 900.04
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Permit Center Authorized Signature: Date:
I hereby certify that I have read and examined this permit and know the
to be true and correct. All provisions of law and ordinances governing
work will be complied with, whether specified herein or not.
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
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:
DEVELOPMENT PERMIT
Date:
Size( in) : .00
End Time:
Fill:
(206) 431 -3670
040
same
this
Print Name: - 66ry
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 101 ANDOVER PK. E
S u i t e :
Tenant:
Type: DEVPERM
Parcel ; #: 022300- 0030 .
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Permit Conditions:
1,. No changes wi11 be made to the plans unless approved
,Engineer and the Tukwi la Building D1v.ision.
2'. "Al 1 construction to be done .i n -conf,ormance with approved
lans and regu i remeni.s of the Un i form Buil d r hg,, Code_ (1997
.Edition) . as • ame M
' echanical Code' , (,'1997 Edition)
nand Wash ington, ; 'Stztte = Ene'rgy TCode `(1997 Edition)
3 :Va 1 i d i.ty of wi:'!ermi 1 Thee issuance of � a perr'i t or approval of
,plans, '-speci,f icatior and co,mp,utati,ons, shall 'non. be co,n
strued to •b'e a . 'perm 't f,or, an approval of, `any - v ion`
of; ;.any: ; ;of�the provisions of ti tre :bun iding `code or o ,f' an ji,'
o th er ,fiordinancey. of th jur isdict''i'on No permit p.r'esunri
*give `arl :thority to violat ;e ,or; cancel. the provis'ions`'of ti t.hi
code,' siia 11 be va>l id ;..�
4
All pe,'rmiGs4 inspection 'records,:, and approved plans steal l 1
.av }i';lab1e at the ,loci site prior to the start of any can
str±ifetion y , These , documents ,are 'to be maintained and avai
abbe until final inspectiarir.apprvva1 is granted
CITY OF TUKWIL.A
Permit No: D2000 -265
Status: ISSUED
Applied: 08/09 /2000
issued: 09/14/2000
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Description of work to be done:
1�v ; %el: Ai A I RaLk. - tor pr'odve� as INct: ea�eel of, b1 ue.p r:.. - 1 -
Existing use: Retail ❑ Restaurant r ❑ Multi- family ❑ Warehouse In Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Proposed use: a Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital
❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office
❑ SchooVCollege /University ❑ Other
Will there be a change of use? ❑ yes a no
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage? rn yes ❑ no
Existing fire protection features: asprinklers ❑ automatic fire alarm ❑ none ❑ other (specify)
Building Square Feet: 120 existing
Area of Construction: (sq. ft.) 20, 000
Will there be storage of flammable /combustible hazardous material
Attach list of materials and storage location on separate 8 1/2
in the building? ❑ yes I7 no
X 11 paper indicating quantities & Material Safety Data Sheets
Project Name/Tenant:
Lo we-' C.eimvo-r.;
s Tr, c_ .
City State /Zip:
�Tukw:la i}w1 a f q 8 � I &
Value of Construction:
oto
Tax P I m r
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Site Address:
IfDI A ev�p � d .1c ��
Property Owner:
Phone:
Street Address: City State /Zip:
Fax #:
Contractor:
NSA faIrta l Sknre F, P. - Vvres
Phone:
Street Address: City State /Zip:
112 Eas4 "fir: vt Can: «. MIL..
Fax #:
9
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(= a�F co
Phone:
Street Address: Cit State /Zip:
P o. Box /533 1�� 4, 11. 7X 7.r 96 P
Fax #:
Engineer:
Phone:
Street Address: City State /Zip:
Fax #:
Contact Person:
TC'ad ' Rebi nsea., 1
S1',QWe, eyCI
Phone:
206,-2.43
- 5410
Street Address:
10 Andover - P a r IC- Ers5 i
City State/ ip:
- "TuKu,:14 . tuA 98188
Fax #:
CITY OF TUKIN.:A
Permit Center
6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188
(206) 431 -3670
Date applicallo acre ted:
CTPERMIT.DOC 1/29/97
Date ap llcaf expires:
Project Number : -
ommercial / Multi - Family Tenant Improvement / Alteration Permit Application
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 PUBL'IC'. WORKSSITE/CIVIL PLAN REVIEW THE FOLLOWIN
(Additional reviews may determinedbythe Public Works 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. ❑ 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
❑ Miscellaneous
❑ Flood Control Zone ❑ Hauling
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 shal be extended more than once.
ApplatlprLtaken by: (Initials)
PLEASE SIGN BACK OF APPLICATION FORM
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BUILDING OWNER OR AUTHORIZED AGENT:
Signature
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Date:
Print name
wv-‘ y
Phone:
� �- a -6410
Fax #:
Address 101
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ALL COMMERCIAUMULT MILY TENANT IMPROVEMENT ERATION PERMIT APPLICATIONS
' BE SUBMITTED WITH THE FO LOWING:
• 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.
El Vicinity Map showing location of site
❑ ❑ 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 noted on the construction drawings.
❑ 11 SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ 10 Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ CI 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 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 I AM AUTHO TO APPLY FO THIS PER
CTPERMIT.DOC 1/29/97
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CITY Or TUKWI:LA WA 1:epr 1iited« 09/19/00.16:1S TPANSMiT
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. TPs NSMIT. Number': 898300359 Amount: 547.25 09/14/00 16 «44
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Payment Me thod r ; CHIC 1; Notation: CHANCE CONSTRUCT In i t • TLU
Permit 'No: 1)2000 ?65 'Type: DEVPERM DEVELOPMENT PERMIT
Parcel N : 022300 °0030
Site Address: 7101 ANDOVER Pi, 11
Total fees: 900.04
Thi ,P 'ymertit• 547.25 Total ALL. Pmts: 9+0.04
,. Salance: ;pry
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I ccn'ii Code Desr.r'ipt ;ion Amount:
000. 3;a 1uQ' BUILDING.- �11�?1fiE8 542.75
00,0/3,86004 U ATE BUILDING ;3UIt 'M11R1)E 4. `�0
81 9710 TOTAL 92945
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f P.itH314I f N.iInbr.r�c 1198t)03a Amount ;5'.79 108.°09 O 1.GrO ?'
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4;942 08/14 , :1710 TOTAL 352.79
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Project: ,,,,,'
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Type of Inspection:
/ r SAL
Address:
/'l atl��47(:t)
Date called:
-,- ' 7-D,�2
Special instructions:
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Rate wanted: a.m.
\ .3.- 5/-6/ p.m.
Requests : /
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Phone: A.
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INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
Approved per applicable codes.
Inspector:
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
(206)431 -3670
Corrections required prior to approval.
COMMENTS:
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Date: 3. _
$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:
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Project:
Type of Inspection:
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Date called:
9- .3--o/
Special instructions:
Date wanted: a.m7'
9-s
Requester:
Age", /evic4
one:
( P ) sea - 45 97a
INSPECTION NO.
R
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
s ir ,
• __
PERMIT NO.
(206)431 -3670
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
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nspect . : Date.
7.00 REINSPECT ON FEE REQUIRED. Pr' r to inspection, fee must be paid
at 6300 Southcenf r Blvd., Suite 100. Call o schedule reinspection.
Receipt No:
Date:
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` Approved without correction notice
Approved with correction notice issued
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon
Monitor:
Pre -Fire:
Permits:
Authorized Signature
FINALAPP.FRM
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Date
Rev. 2/19/98 T.F.D. Form F.P. 85
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206. 575.4439
City of Tukwila
Fire Department
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
NG.
Permit N
Steven M. Mullet, Mayor
Thomas P. Keefe, Fire Chief
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STORAGE RACKS
DRIVE -IN RACKS
CANTILEVER RACKS
MEZZANINES
CONVEYORS
CAROUSELS
PUSHBACK RACKS
RACK BUILDINGS
STEEL SHELVING
MOVABLE SHELVING
STORAGE TANKS
MODULAR OFFICES
GONDOLAS
BOOKSTACKS
FLOW RACKS
FOOTINGS
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
SEISMIC ANALYSIS
STRUCTURAL DESIGN
CITY APPROVALS
STATE APPROVALS
PRODUCT TESTING
FIELD INSPECTION
SPECIAL FABRICATION
PERMITTING SERVICES
FILE COPY
I understand that the Plan Check approvals are
subject to errors and omissions and approva;
plans does not authorize the violation of any
adopted cc)r;e or ordinance. Receipt of co:
trarinr'S rr, ;yf . . L, . .,,.I.»rm„Ir
SEISMIC ANALYSIS OF
STORAGE RACKS
FOR
LOWE'S
TUKWILA,WA
JOB #:00 -1542
I EXPIRES APR 12 20021
ALASKA
ARIZONA
CALIFORNIA
COLORADO
CONNECTICUT
GEORGIA
IDAHO
ILLINOIS
INDIANA OHIO
KANSAS OKLAHOMA
MICHIGAN OREGON
MINNESOTA PENNSYLVANIA
MISSOURI TEXAS
MONTANA UTAH
NEVADA VIRGINIA
NEW MEXICO WASHINGTON
WISCONSIN
RECEIVED
CITY OF TUKWILA
AUG - 9 2000
PERMIT CENTER
161 ATLANTIC STREET • POMONA • CA 91768 • TEL : (909)869 - 0989 • FAX : (909)869 - 0981
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MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOVri
FOR LOWcS COMPANIES INC.
SHEET NO. 2 OF 23
CALCULATED BY M.T DATE 8/2/00
TABLE OF CONTENTS
DESCRIPTION PAGE #
COVER SHEET 1
TABLE OF CONTENTS 2
SCOPE 2
PARAMETERS 3
CONFIGURATIONS 4 - 7
COMPONENTS & SPECS. 8- 14
LOADS AND DISTRIBUTION 15
LONGITUDINAL ANALYSIS 16
COLUMN 17
BEAM 18
BEAM TO COLUMN 1
BRACING 20
OVERTURNING 21
BASE PLATE 22
SLAB & SOIL 23
SCOPE:
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH
THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY,
WITHOUT ANY FIELD WELDING.
0 011.11 SZ I Z il r - 1
INC.
MATERIAL HANDLING ENGINEERING
TEL (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOY'S.§
FOR LOVvrS COMPANIES INC.
SHEET NO. 3 OF
CALCULATED BY M.T.
23
DATE 8/2/00
PARAMETERS:
STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH
DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH
LONGITUDINAL AND TRANSVERSE DIRECTION.
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT,
WHILE THE BRACING ACT TRANSVERSELY.
1. COLUMN.
2. BEAM.
3. BEAM TO COLUMN.
4. BASE PLATE.
5. HORIZONTAL BRACING.
6. DIAGONAL BRACING.
7. BACK CONNECTOR.
TRANSVERSE
TRIBUTARY AREA
LONGITUDINAL
TOP VIEW
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4
IL
z O
w
z �
2
V
w
=0
U N `
0I-''
Z
SEIZMIC f
INC.
MATERIAL HANDLING ENGINEERING
TEL (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOT'S
FOR LOWtS COMPANIES INC.
SHEET NO. 4 OF 23
DATE 8
CALCULATED BY M.T.
CONFIGURATIONS
2"
3"
54"
54"
54"
4
6,500 Ib.
3
6,500 Ib.
2
6,500 Ib.
1
19
192"
43"
43"
9 "
TYPE 1
0 Ib.
•1� 108 "--f A 42" 4 42" 4
TYPE 2
000 Ib.
4,000 Ib.
2 000 Ib.
4
4
4
"
102" 42"
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOW
FOR LOWcS COMPANIES INC.
SHEET NO. 5 OF 23
CALCULATED BY
M•T• DATE 8 /2 /00
CONFIGURATIONS
3"
3"
2"
..fe_
24"
2
2y ,. .
6
3,500 Ib.
5
3,500 Ib.
4
3,000 Ib.
3
1,000 Ib.
2
1,000 Ib.
2"
33"
1,500 Ib.
4
1,000 Ib.
2
3
1,000 Ib.
1,000 Ib.
1
TYPE 3
3,500 Ib.
,�-- 97" --A' el` 28"4 28"4'
TYPE. 4
1 500 Ib.
148 " 42" 4
SEIZMIC r
INC.
MATERIAL HANDLING ENGINEERING
TEL :(909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT L0•J
FOR LOWtS COMPANIES INC.
SHEET NO. 6 OF 23
CALCULATED BY M.T.
DATE 8/2/00
CONFIGURATIONS
1
33"
54"
54"
3
6,500 Ib.
2
6,500 Ib.
144"
93"
TYPE 5
6,500 Ib.
.1' - 102 " ----71'
TYPE 6
4 Ib.
2,000 Ib.
102 " --'1
l` 42" -I' J 42" -4
4 2-44---71( ---�
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOr.fS
FOR LO vcS COMPANIES INC.
SHEET NO. 7 OF
CALCULATED BY M.T.
23
DATE 8/2/00
1 9,950 lb. 22,281 i n.l b. 19,703 i n.I b. < stdconn.
2 6,650 lb. 13,126 i n.l b. 12,528 i n.I b. < stdcann.
3 3,350 lb. 7,931 i n.l b. 6, 004 i n.I b. <- stdcann.
4 50 lb. 78 i n.l b. 39 i n.I b. <- stdcann.
TYPE 1 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
8X6X.5
M base = 8000 i n.I b.
V
COLUMN
3X3X11GA
STRESS =1.06
5- 1/2x2 - 5/8x14 ga.
MAX LOAD /LEVEL = 6,519 lb.
BEAM I S O.K.
OVERTURNING
BRACING
SLAB & SOIL
-/
ANCHOR STRESS = 0.20
# OF ANCHORS = 2
HOR I ZONTAL V
1 1/2 X 1 X 14 GA
STRESS = 0.24
DI AGONAL . j
1 -1/2 X 1 -1/2 X 14GA TUBE
STRESS = 0.24
PUNCT. STRESS = 0.75
BENDING STRESS =0.91
V
S
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOVP —.S
FOR LOVvLS COMPANIES INC.
SHEET NO. 8 OF 23
CALCULATED BY
M•T• DATE 8/2/00
TYPE 1
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE
FLOOR SLAB 6" X 400
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE INTERCONNECTED UNITS.
SECTION
1/2x 3- 1 /2 MIN. EMpED.
0 PSI. REINFORCED 192"
AXIAL FCR CE
4
6,500 Ib.
3
6,500 Ib.
6,500 Ib.
1
54"
108 " -1'
Iu= 108"
MCMENT BEAM MOMENT
42 " -k
734#
49 #
244#
•
7 ='
U
to
?N LLs
0:
UL way
•
O;
.111 ILL
U Ca
O N
."111 U
w Z,
U i i i.
0 ;
Z
1 5 lb. 20,582 : n.1 b. 15,474 i n.I b. < stdcann.
2 4,1001b. 6,366 i n.1 b.
7,002 i n.l b. < stdconn.
3 2,050 lb. 3,638 i n.l b. 3,819 i n.I b. <- stdconn.
TYPE 2 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
8 X6 X.5
Mbase= 8000 in.Ib.
V
COLUMN
3X1- 5/8X13GA./3X1•5/8X13GA•
STRESS =1.02
4 x 2- 5/8x 14 ca.
MAX LOAD /LEVEL= 4,012 Ib.
BEAM I S O.K.
.J
OVERTURNING
BRACING
SLAB & SOIL
V
ANCHOR STRESS = 0.11
# CF ANCHCRS = 2
HORIZONTAL V
1 1/2 X 1 X 14 GA
STRESS = 0.12
DIAGONAL .4
1 -1/2 X 1 -1/2 X 14GA TIKE
STRESS = 0.13
PUNCT. STRESS = 0.43
BENDING STRESS =0.41
V
SEIZMIC v
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LO•l 'S
FOR LOV,LS COMPANIES INC.
SHEET NO. 9 OF 23
M•T. DATE 8/2/00
CALCULATED BY
TYPE 2
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM
- FLOOR SLAB 6" X 4000 PSI. REINFORCED
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
3
4,000 Ib.
2
2,000 Ib.
1
4"
2
4"
77#
4 "
4r1
4,000 Ib.
303#
102" .1'
Iu= 102"
MOMENT BE MOMENT
.4 42"-k
98#
385#
C4 ILI
N
CO Li.
w0
CO d
W .
O
2 1
2
V 0
■O y ;.
oI-
' W;
x V
u.
— Or
. Z
O
1 8,050 Ib. 5,270 in.lb. 6,481 in.Ib. <- stdconn.
2 7,500 lb. 5,672 i n.l b.
3 6,950 lb. 5,519 i n.1 b. 6,606 i n.l b. <- stdconn.
4 5,400 lb. 9,748 i n.l b. 9,634 i n.l b. <- stdconn.
5 3,600 l b. 5,436 : i n. I b. 9,592 i n.I b. < stdconn.
6,218 i n.l b. < stdconn.
6 1,800 lb. 2,999 i n.l b.
3,500 i n.I b. < stdconn.
TYPE 3 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
7X5X.375
M base = 5269 i n.I b.
V
COLUMN
3X3X13GA.
STRESS =0.62
4x2 - 5/8x14 ga.
MAX LOAD /LEVEL = 4,219 lb.
BEAM I S O.K.
V
OVERTURNING
BRACING
SLAB & SOIL
V
ANCHOR STRESS = 0.21
# OF ANCHORS = 2
HORIZONTAL . J
1 1/2 X 1 X 14 GA
STRESS = 0.15
DIAGONAL ,J
1 -1/2 X 1 -1/2 X 14GA TUBE
STRESS = 0.22
PUNCT. STRESS = 0.87
BENDING STRESS =1.02
J
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOVySS
FOR LOVvLS COMPANIES INC.
SHEET NO. 10 OF 23
CALCULATED BY M.T. DATE 8
TYPE 3
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR. - WEDGE TYPE 1/2 x 3-1/2 MIN. EM : ED.
- FLOOR SLAB 6" X 4000 PSI. REINFORCED
- SOIL BEARING PRESSURE 1000 PSF
SEISMIC ZONE 3.
-.TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
6
3,500 Ib.
5
3,500 Ib.
4
3,000 Ib.
3
1,000 Ib.
2
1,000 Ib.
1
270 :" ,
4
208# „
4
1070 4 "
25#
•
�2# 4"
192"
24" •
24"
I z
fr
3,500 Ib. 333# 4 -�
344#
26�#
97" -- 71'
Iu= 97"
MOMENT BEAM MOMENT
28" -k
NOTE: LEVELS 1 & 2 USES A 2-1/2" STEP BEAM W/ A CAPCITY = 2416 # /LVL,
LEVEL 3 @ 3-1/2" STEP BEAM W/ A CAPACITY = 3586 # /LVL AND THE REST USES
A 4" STEP BEAM.
136#
42#
1 6#
�
!):
co au
W W,
w
g - j
w;
Z
W ut
D
O N`
0 H
w uJ
.z;
U D.
O
1 3,250 lb. 402 i n.I b. 3,035 i n.I b. < stdcann.
2 2,700 l b. 2,584 i n.I b. 4,151 i n.I b. < stdcann.
3 2,150 lb. 2,634 i n.l b. 6,896 i n.I b. <- stdcann.
`4 1,600 lb. 8,075 in.lb. 6,873 in.Ib. <stdcann.
5 800 I b. 1,671 i n.l b. 2,835 i n.I b. <- stdcann.
TYPE 4 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
J
7 X 5 X.375
Mbase = 401 i n.I b.
V
COLUMN
3X1- 5/8X13GA./3X1- 5/8X13GA.
STRESS =0.30
V
3- 1 /2 x 2- 5/8 x 14 ga.
MAX LOAD /LEVEL = 1,530 I b.
BEAM I S O.K.
OVERTURNING
BRACING
SLAB & SOIL
-*/
ANCHOR STRESS = 0.07
# CF ANCHORS = 2
HORIZONTAL V
1 1/2 X 1 X 14 GA
STRESS = 0.08
DI AGONAL .4
1 -1/2 X 1 -1/2 X 14GA TUBE
STRESS = 0.10
V
PUNCT. STRESS = 0.30
BENDING STRESS =0.22
r ui SCM I TC 111,- I
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOWS
FOR LOVvcS COMPANIES INC.
SHEET NO 11 OF 23
CALCULATED BY
M•T• DATE 8/2/00
TYPE 4
SPECIFICATION
MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED.
- FLOOR SLAB 6" X 4000 PSI. REINFORCED 192" 95"
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
5
1,500 Ib.
1,000 Ib.
3
1,000 Ib.
2
1,000 Ib.
1
3
2
It
1,500 Ib. 185#
148"
Iu= 148"
MOMENT BEAM MOMENT
142 " -k
236
40#
27#
ato
5#
NOTE: FIRST 3 LEVELS USES A 3-1/2" STEP BEAM W/ A CAPACITY = 1530 # /LVL
AND THE REST USES A 5-1/2" STEP BEAM.
JCS. 11U\ .. . rv•u ra. . v..v.- .- ..- .._...
1 9,9001b. 22,970 in.lb. 19,895 I n.l b. < stdcann.
2 6,600 l b. 12,820 i n.I b. 10,852 i n.I b. <- stdcann.
3 3,300 lb. 4,884 i n.I b. 4,442 i n.l b. <- stdcann.
TYPE 5 DESIGN LOAD = 6500#
BASE PLATE
COLUMN
BEAM
7X5X.375
M base = 7012 i n.I b.
COLUM
=1.08
STRESS =
5- 1 /2 x 2- 5/8 x 14 ca.
MAX LOAD /LEVEL = 8,584 lb.
BEAM I S O.K.
OVERTURNING
BRACING
SLAB & SOIL
ANCHOR STRESS = 0.20
# CF ANCHORS = 2
HORIZONTAL V
1 1/2 X1 X 14 GA
STRESS = 0.24
DIAGONAL _/
1 -1/2 X 1 -1/2 X 146A TUBE
STRESS = 0.23
Nt
PUNCT. STRESS = 0.80
BENDING STRESS =0.91
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOVF,S
FOR LO1h1_.i COMPANIES INC.
SHEET NO 12 OF 23
CALCULATED BY M.T. DATE 8/2/00
TYPE 5
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM
- FLOOR SLAB 6" X 4000 PSI. REINFORCED
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = INTERCONNECTED UNITS.
3
6,500 Ib.
6,500 Ib.
1
f ---
406 4 "
,f___
42"
203#
3 "
ED.
54"
54"
1
144"
6,500 Ib. 542# _ 690#
102" — 4
I u = 102"
BEAM MOMENT
517#
_ 2 2 58#
2
g r_<
J'
LLQ ''
111 uj
3 o
0 =I
o F -
'= v
e.;
c.4 co
o
1 3,100 I b. 9,257 i n.I b.
2 8,271 i n.l b. < stdcann.
2,050 lb. 3,285 i n.l b.
3,642 i n.l b. < stdcann.
TYPE 6 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
7X5 X.375
M base = 8000 in.lb.
'J
COLUMN
3X1- 5/8X13GA./3X1- 5/8X13GA.
STRESS =0.46
I/
5- 1/2 x 2- 5/8 x 14 ga.
MAX LOAD /LEVEL= 8,584 Ib.
BEAM I S O.K.
OVERTURNING
BRACING
SLAB & SOIL
V
ANCHOR STRESS = 0.06
# OF ANCHORS = 2
HOR I ZONTAL ,✓
1 1/2 X 1 X 14 GA
STRESS = 0.08
DI AGONAL V
1 -1/2 X 1 -1/2 X 14GA TIKE
STRESS = 0.07
V
PUNCT. STRESS = 0.26
BENDING STRESS =0.17
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT I-OWIS
FOR LO►vcS COMPANIES INC.
SHEET NO. 13 OF 23
CALCULATED BY M.T.
DATE 8
TYPE 6
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM : ED.
- FLOOR SLAB 6" X 4000 PSI. REINFORCED 144"
SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
4
93"
4,000 Ib. 273
2,000 Ib.
93#
102 " ---1'
Iu= 102"
MOMENT BEAM MOMENT
It
1,
42"—k
NOTYE: 1ST LEVEL USES A 2-1/2" STEP BEAM W/ A CAPACITY = 2262 # /LVL
3348
1 6,250 lb. 4,102 i n.I b. 5,304 i n.I b. < stdconn.
2 .. 5,700 lb. 4,381 i n.l b. 5,349 i n.I b. <- stdccnn.
3 . 5,150 lb. 4,192 i n.l b.
7,491 i n.I b. <- stdcann.
4 3,600 lb. 6,790 i n.l b. 6,321 i n.I b. < stdcann.
5 1,800 lb. 1,852 in.lb.
2,926 i n.I b. < stdcann.
TYPE 7 DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
7 X5 X.375
Mbase= 4102 in.Ib.
V
COLUMN
3X3X13GA
STRESS =0.43
5- 1/2 x 2- 5/8 x 14 ga.
MAX LOAD/LEVEL = 8,584 Ib.
BEAM I S O.K.
OVERTURNING
BRACING
SLAB & SOIL
V
ANCHOR STRESS = 0.13
# OF ANCHORS = 2
HORIZONTAL V
1 1 /2 X1 X 14 GA
STRESS = 0.12
DIAGONAL V
1 -1/2 X 1 -1/2 X 14GA TUBE
STRESS = 0.16
Ai
PUNCT. STRESS = 0.60
BENDING STRESS =0.62
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOWFS
FOR LOWL.S COMPANIES INC.
SHEET NO. 14 OF 23
CALCULATED BY
M•T• DATE 8/2/00
TYPE 7
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM ED.
- FLOOR SLAB 6" X 4000 PSI. REINFORCED 144"
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
TYPE = INTERCONNECTED UNITS.
SECT10N
AXIAL FORCE
24"
411
24"
4"
3,500 Ib. 308# 3
5
3,500 Ib.
4
3,000 Ib.
3
1,000 Ib.
2
1,000 Ib.
1
257#
4"
_-i T:
31#
15# 4"
It
Iu= 102"
MOMENT BEAM MOMENT
28"4
NOTE: 1ST 2 LEVELS USES A 2-1/2" STEP BEAM W/ A CAPACITY = 2262 # /LVL,
LEVEL 3 USES A 3-1/2" STEP BEAM W/ A CAPACITY = 3382 # /LVL
327#
0
40#
2 0#
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOWS
FOR LOVvcS COMPANIES INC.
SHEET NO. 1 5
CALCULATED BY M.T.
OF 23
DATE 8/2/00
LOADS & DISTRIBUTION :TYPE 1
LIVE LOAD PER SHELF = WII = VARIES
(BASED ON CLIENT SUPPLIED DATA)
DEAD LOAD PER SHELF = WdI = 100 Ib
TOTAL LOAD PER FRAME = 19,900 Ib
SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC
WHERE
= ((2.5 x Ca x I) / R) x Wtotal
Wtotal = (WII /2 + WdI) x n
n = # of shelves
Seismic Zone = 3
Ca= 0.36
R(Iong) = 5.6
R(trans) = 4.4
LONGITUDIAL DIRECTION
Vlong = (2.5 x 0.36 x 1)/(5.6) x W) / 1.4
Fi = VWhi /ZWh
TRANSVERSE DIRECTION
Fi = VWhi / EWh
TOTAL FRAME LOAD = 19,900 Ib.
1= 1
Soil Coef. = Sd
2"
3"
54"
54"
1
54"
4
6,500 Ib.
6,500 Ib.
2
6,500 Ib.
1
19
1165 Ib w/ working stress reduction
Vtrans = (2.5 x 0.36.x 1)/(4.4) x W / 1.4
= 1483 Ib w/ working stress reduction
l u = 108"
4r4
0 Ib. 10#
1 3#
734#
49#
244#
•
5 _i
2 4#
• 192#
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LO•1 r ~ S
FOR LOWS COMPANIES INC.
SHEET NO. 16 OF 23
CALCULATED BY
M•T. DATE 8/2/00
LONGITUDINAL ANALYSIS :TYPE 1
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE
COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE
THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR
CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT
CARRY MOMENT).
Vlong = 2 * Vcol = 1,165 Ib.
Vcol = 582 Ib.
F1 = 96 lb.
F 2 = 192 lb.
F 3:= 289 lb.
F 4 = 5 lb.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 8000 in.Ib.
Mupper +Mlower = Mconn'R' + Mconn'L'
Mconn'R' = Mconn'L'
Mconn * 2 = Mupper + Mlower
Mconn = [ Mupper + Mlower] /2
RESULTING FORCES ON COLUMN
SECTION AXIAL LOAD MOMENT Mconn
1 9950 22280 19703
2 6650 13125
3350 7931 12528
50 77 6004
Mu pper
%thane
B SLAB
Mconn -R'
MATERIAL HANDLING ENGINEERING
TEL (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
CALCULATED BY
LO)"IC,S
L0ivrS COMPANIES INC.
17 OF 23
PROJECT
FOR
SHEET NO.
M.T• DATE 8/2/00
COLUMN ANALYSIS :TYPE 1
COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL.
Pmax = 9,950 Ib. Mmax = 22,281 in.Ib.
Kxlx /rx = 1.2 * 52 /;1.297 = 48.1 <- GOVERNS
Kyly /ry = .8* 43 / = 32.1
Cc = (2n ^2E /Fy)A.5
= 102.0-
SINCE KI /r <= Cc,
a = .522Fy [(kI /r *Fy)/1494]A2
= 25,573 psi.
fa = Pmax /Area
= 9,614psi.
fb = Mmax /Sx
19,174 psi.
fa /Fa .: = 0.38 >.15
12nA2E /23(Kx1x /rx)A2
F'e- = 64,515 psi.
Fb = .6 *Fy = 33,000 psi.
Cm *f /Fb[1- fa /F'e] = 0.68
COMBINED STRESS = 1.06
k- c
B
SECTION PROPERTIES
A =3,,. B = 3"
C =.75" D =0
E =0" Wt =0#
t1 =.1196" t2 = 0
Area= 1.035"/2
lx 1.743 "M Iy = 1.191"M
Sx= 1.162 "A3 Sy= .763 "A3
rx= 1.297 " /12 ry= 1.073 " /12
Front View Side Viev
43"
43"
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869- 0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOWS
FOR LOVVLS COMPANIES INC.
SHEET NO. 18 OF 23
CALCULATED BY
M.T• DATE 8/2/00
BEAM ANALYSIS :TYPE 1
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR
2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED.
Tact = 108.0 in.
Imax = [1950 + 1200(M1 /M2)]b /Fy
SINCE M1 /M2 = 1.0
Imax = 3150 *b /Fy = 150 in.
SINCE Imax > lact Fb = .60Fy = 33,000 psi.
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON
1) BENDING CAPACITY
M = Sx* Fb = wIA2 /8
= 49500in.lb.
CAPACITY = 2(8 *M /I) = 65181b.
2) MAXIMUM ALLOWABLE DEFLECTION (L /180).
A = 5wIA4/384EI
CAPACITY = 2[(384E1)/(5* 1801A2)] _. 90041b.
MAXIMUM STATIC LOAD PER LEVEL IS 6,519 lb.
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL.
Mstatic = wI^2 /8 = LIVE.LCWD *L/(2 *8) M al I cw( stati c) = Sx * Fb
Mimpact= 1.125 *Mstatic Mallow(seismic) = 1.33* Sx * Fb
Mseismic = Mconn (SEE LONG. ANALYSIS)
LEVEL Mstatic • Mimpact Mallow Mseismic Mallow RESULT
1.125 Mstatic (static) (seismic)
1 43875 49359 49500 19703 65999 GOOD
2 43875 49359 49500 12528 65999 GOOD
3 43875 49359 49500 6004 65999 GOOD
4 43875 49359 49500 38 65999 GOOD
5.5
Sx = 1.500 in. ^3
Ix = 4.172 in.M
U
N
wo .
w w ;
p `
w w
zf
U N
0 .
SEIZMIC -
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED BY
LO iES
LO■.cS COMPANIES INC.
19 OF 23
M•T• DATE 8/2/00
BEAM TO COLUMN CONNECTION
Mconn= ( Mlower + Mupper )/2 + Mend Mconn. Mconn.
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 7/16" DIA. STUD
Area = .4375A2r1/4 = .150 "A2
Fy = 50,000 psi
Pmax = 3,000#
b) BEARING ON COLUMN
(PER UBC SEC. 27 -11 E3.3)
Abrg. =t *D t =.0747 min.
=.5 *t Fu= 65,000 psi min.
Pmax brg. = Area * Fbearing
=.5t*2.22*Fu
5,390# > 3,000#
c) MOMENT CAPACITY OF BRACKET
S bracket = .110 '
Mcap = S * Fbending
=.110*.66*Fy
C = Mcap /.75 = 1.67 P1
P1 = .798Mcap
= .0872 Fy = 4,360#> 3,000#
SINCE PLUG GOVERNS P1= 3,000#
Mconn. cap.= P1 * 4.5 + P2 * 2.5 +1 * .5
= 5.94 * 3,000# *1.33
= 23,778 "#
3 "/ raft.
*- 15/8"
t =7ga.
Sbracket = .110 '
Mupper
Mlower
0EAM TO COLUMN
CONNECTION
C = P1 + P2 + P3
= P1 + (2.514.5)P1 + (.514.5)P1
= 1.67 P1
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOVES
FOR LOWS COMPANIES INC.
SHEET NO. 20
CALCULATED BY M.T.
OF 23
D ATE 8/2/00
TRANSVERSE ANALYSIS : BRACING :TYPE 1
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
HORIZONTAL BRACING: COMPRESSION MEMBER
Vtrans = 1482#
kl/rmin = [ .8 * 42 ] / .393
=85.4
Fa =:522Fy-[kl/r*Fy/1494]A2
= 18803 psi.
fa/Fa =Vtrans/(Area*Fa)
= 0.24
•
DIAGONAL BRACING COMPRESSION MEMBER
L diag. = [(L-6)A2+(D-2*Bc01)A2in.5
= 51.6
Vdiag =Vtrans * Ldiag. / D
=1821#
kI/rmin = [ 1 * 51.6 1/ .5827
= 88.59
Fa =.522Fy-[kl/r*Fy/14941^2
= 18072 psi.
fa/Fa =Vdiag/(Area*Fa)
=0.24
HCR I ZCNTAL BR ACI NG
=42" —4
DI AGCNAL BRACING
Area= .33 "A2
rmin= .393
t= .075 "
11 W= 1•5"
H= 1
Area= .4259 "A2
rmin= .5827 "
t= .0747 "
W= 1.5
H= 1.5 "
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
OVERTURNING :TYPE 1
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building
Cady
FULLY•LOADED
TOTAL SHEAR = 1482 Ib.
Mot = Vtrans * ht * 1.15
= 1482 * 145 * 1.15
TOP SHELF LOADED
= 215754 in.Ib.
Mst = E(Wp +.85wDL) * d/2
( 19500 +.85 * 400) * 42/2
409500 in.Ib.
Puplift = 1(Mot - Mst) /d
Puplift <= 0 NO UPLIFT
SHEAR = 14 Ib.
Mot = Vtop * h * 1.15
=14 *192 *1.15
= 3224 in.tb.
Mst (Wp+wDL) * d/2
= ( 0+.85 * 400)* 42/2
= O in.ib.
Puplift = 1(Mot - Mst) /d
= 76 Ib. <- CRITICAL
elL 42" -'
USE 2 ea. 1/2 x 3-1/2 MIN. EMBED. MIN. EMBED. ANCHOR.
CAPACITY OF 1/2 x 3-1/2 MIN. EMBED. = 1125 Ib. PULLOUT & 1840 Ib. SHEAR
COMBINED STRESS1 = 0 / 2250 + 741 / 3680 = 0.20
COMBINED STRESS2 = 76 / 2250 + 7 / 3680 = 0.04
734#
4
244#
PROJECT LOydg
FOR LONcS COMPANIES INC.
SHEET NO. 21 OF 23
CALCULATED BY • DATE 8/2/00
SEIZMIC {
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOW'S
FOR LOWLS COMPANIES INC.
SHEET NO. 22 OF 23
CALCULATED BY M.T. DATE 8/2/00
BASE PLATE :TYPE 1
BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol = 9950 Ib.
Mb = 8000 in.Ib.
ANCHOR TENSION
B = 8 in.
1Mo = 0
T *d2 =[Mbase- Pcol *b /2]
T = Mbase /d2 - Pcol *b /2d2
T = -1539 lb.
D = 6 in.
b = 3 in.
P/A = Pcol /(D *B) = 207.2 psi.
M/S = Mb/((D*BA2)/6) = 125 psi.
fb2 = 2b /B *fb = 78.12 psi.
fb1 =fb -fb2 =46.87 psi.
Mbase ='wb1 A2/2 = b1 ^2/2[ .fa + fb1 + .67fb2]
Mbase = 957.0 in.Ib.
Sbase = 1 *t ^2/6 = 0.0417 in.A3
Fbase = .75Fy * 1.33 = 36000 psi.
fb /Fb = Mbase /(Sbase *Fbase) = .63
t = .5 in.
b1 = 2.5 in.
P col
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT LOS
FOR LOVva COMPANIES INC.
SHEET NO. 23 OF 23
CALCULATED BY M•T• DATE 8/2/00
SLAB AND SOIL :TYPE 1
THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO
DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING.
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 * Pcol + 1.7* (Mot/d)
= 22,663 lb.
Fpunct = 2*sqrt(ft) = 126.5 psi.
Apunct = Rw+t/2)+(d+t/2)]*2 = 240.0 in.A2
(a) PUNCTURE
fv/Fv = Pmax/(Apunct*Fpunct) = 0.75
(b) SLAB TENSION
Asoil = Prnax/(1.33 * fsoil) = • 17.00 ft.A2
= 2,448 in.A2
L = sqrt(Asoil) = 49.5 in.
= sqrt(w*d) .+ t = 12.9 in.
b = (L-B)/2 = 18.3 in.
Mconc = wbA2/2 = (1.33*fsoil*bA2)/(144*2)
= 1,545.8 in.Ib.
Sconc = 1*tA2/6 = 6.00 in.A3
Fconc 50 *sqrt(f'c) = 284.60 psi. CONCRETE
fb/Fb = Mconc/(Sconc*Fconc) = 0.91 t = 6 in.
f'c = 4000 psi.
BASE PLATE,
w = 8 in.
d = 6 in.
SOIL
fs = 1000 psf.
•
July 2, 2002
Brad Robinson
101 Andover Park East
Tukwila, WA 98188
•
}
City of Tukwila
Department of Community Development Steve Lancaster, Director
RE: Permit Application No. D2000 -265
101 Andover park East
Dear Permit Holder:
In reviewing our current records the above noted permit has not received a final inspection by the City of
Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit
issued by the Building Official under the provisions 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
after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
• Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a
progress / final inspection
A progress inspection is intended to determine if substantial work has been accomplished since issuance
of the permit or last inspection; or if the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve a one -time
extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection or request and receive an extension prior to August
31, 2002, your permit will become null and void and any further work on the project will require a new
permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Stefania Spencer
Permit Technician
Xc: Permit File No. D2000 -265
Bob Benedicto, Building Official
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665
February 14, 2002
Brad Robinson
101 Andover Park East
Tukwila, WA 98188
Department of Community Development Steve Lancaster, Director
Dear Permit Holder:
RE: Permit Application No. D2000 -265
101 Andover Park East
In reviewing our current records the above noted permit has not received a final inspection by the City
of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every
permit issued by the Building Official under the provisions 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 after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
• Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a
progress. /. final inspection
A progress inspection is intended to determine if substantial work has been accomplished since
issuance of the permit or last inspection; or if the project should be considered abandoned.
If such determination is made, the Building.Code does allow the Building Official to approve a. one -time
extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons
why circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection or request and receive an extension prior to March
5, 2002, your permit will become null and void and any further work on the project will require a new
permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Stefanie Spencer
Permit Technician
Xc: Permit File No. D2000 -265
Bob Benedicto, Building Official
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431-3665
ACTIVITY NUMBER: D2000 -265
DATE: 8 -9 -2000
PROJECT NAME: LOWE'S COMPANIES INC
SITE ADDRESS: 101 ANDOVER PK E
X X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter # Revision # After Permit Is Issued
DEPARTMENTS:
Buig
Public Works
Complete
Approved
VMUIOUII.DOC
v�rl
APPROVALS OR CORRECTIONS: (ten days)
es
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
n
Approved with Conditions
y
Fire Prev eventio
i4W fi
6-14-M —
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete n
Planning Division
Permit Coordinator
DUE DATE 9 -7 -2000
DUE DATE: 8 -10 -2000
Not Applicable n
Comments:
TUES /THURS ROUT!
Please Route Structural Review Required No further Review Required
REVIEWER'S INITIALS: DATE:
Not Approved (attach comments) n
REVIEWER'S INITIALS: DATE:
CORRECTION DETERMINATION: DUE DATE
Approved Approved with Conditions n Not Approved (attach comments) n
REVIEWER'S INITIALS: DATE:
City of Tukwila
Fire Department Review
Control #D2000 -265
(512)
August 14, 2000
Re: Lowe's Companies, Inc. - 101 Andover Park East
Steven M. Mullet, Mayor
Fire Department Thomas R Keefe, Fire Chief
Dear Sir:
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
1. Maintain fire extinguisher coverage throughout.
Clear access to fire extinguishers is required at all
times. They may not be hidden or obstructed. (NFPA
10, 1 -6.5)
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)
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)
Combustible material shall not be stored in exits or
exit enclosures. (UFC 1103.3.2.3)
h
3. Maintain sprinkler coverage per N.F.P.A. 13.
Addition /relocation of walls, closets or partitions may
require relocating and /or adding sprinkler heads.
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
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 R Keefe, Fire Chief
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
Ordinance #1742)
Contact The Tukwila Fire Prevention Bureau to witness
all required inspections and tests. (UFC 10.503)
(City Ordinance #1742)
4. All electrical work and equipment shall conform
strictly to the standards of The National Electrical Code.
(NFPA 70)
5. Storage of combustible materials in buildings shall be
orderly and maintained not less than two feet from the
ceiling and not less than 18 inches below sprinkler head
deflectors. (UFC 1103.3.2.2)
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)
Maintain minimum 6" longitudinal flue space between
back to back racks. (NFPA 231C)
To use any building or portion thereof exceeding 500
square feet for the storage of high -piled combustible
stock. A floor plan showing the dimensions and
location of the stockpiles and aisles shall be
submitted with applications for such permits. (UFC
8101)
Where storage height exceeds 15 feet and ceiling
sprinklers only are installed, fire protection by one
of the following methods is required for steel
building columns located within racks: (a) one -hour
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206-575-4439
Fire Department Thomas P. Keefe, Fire Chief
Page number 3
fire proofing, (b) sidewall sprinkler at the 15 foot
elevation of the column, (c) ceiling sprinkler density
minimums as determined by the Tukwila Fire Prevention
Bureau. (NFPA 231C, 3 -2.3)
6. This review limited to speculative tenant space only -
special fire permits may be necessary depending on detailed
description of intended use.
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,
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
1 IJ
0
: 3 .41.4"frAV.j3
• •
CHANCE' CONSTROCT I ON Co,
P0,-130X • ).533 . • •
HEMPHILL TX 75948
G -1 TYPICAL BRACING TO COLUMN CONNECTION
BASE PLATE'
15/16"
TYP. > 1/8„ , '5/8"
USE AT ALL TYPE 4 & 6 RACK LOCATIONS
11GA
1 5/8
1 5/8 ",
Nry
118" I,
15116
4. 4.
1 1/4"
1
/16" E
1/2"
1/2"
1/8" V �TYP. -- SAFETY CLIP
13 GA.
GA.
1 5/8
3 1/2"
MIN. EMBDMNT )1
���� 1�1111f II�III�I
1 5/8
� TYP 11/14 ",
1/8" U 5/8"
USE AT ALL i T PE 2 RACr LOCATiOi`18
1 5/8"
7 GA.
7/16" RIVETS
AISI -C1018
" 1 F
3GA OR PE
G OR TYPE 5
,
I S IAT
U ALL T YP` T`r r"
c 3, r 5 d TYf 7 'RACK i ;.:�CA 1 IOidS
I
THK..
GENERAL CONFIGURATION
L 7/16" RIVETS
AISI -C1018
15'16
TYPICAL BEAM TO COLUMN CONNECTION
LOWE'S #1010
TUKWILA, WA.
ROW SPACER
SAFETY CLIP
7/16' 6' Rivets
AISI -C1018
TYP.
C11y. OF TU!! LA
APPROVED
1 J L t..J
1 STORAGE RACK PER DIVISION X
1' OF THE 1997 UBC.
2 ST CAPACITY SEE ELEVATIONS
3 ASTM A57Q FOR SHAPE FY = 55,000 R .
., 00 SI,GRADE',55.
S
4 � ALL BOUTS A3C7 UNLE
a o, .... ED .
}
5 ANCHORS HILT! KW
fK BOLT II OR APPROVED EQUAL
ICBO14627
6 SPECIAL INSPECTION IS NOTIREQUIRED FOR ANCHOR
INSTALLATION
7 CONCRETE 6'1THICK X 4000 PSI.
RECEIVED
8 SOIL BEARING PRESSURE 1000 PSF
CITY OF TQKVasLA
SEIZMIC HANDLING
SEIZMIC EN
161 ATLANTIC STREET
EST. 1985 POMONA, 917
Tel. (909) 869 -0989 Fax California (909) 9- 0981�
DRAWN BY I D. G RI
CALIFORNIA
r CONTRACTORS LAST REV. BY DATE l iii '.i
LICENSE
4-12-2002 NO 665374 APRV'D BY SAL E. FATEEN SCALE I NONE
li p
I I I DESGRIPT1ON
STORAGE RACK DETAILS (MORGAN MARSHA
30"
6,500#
192 "
TYPE 2
102"
4;000#
1 FRONT VIEW
6.500#
144"
96'
2,000#
TYPE''3
97" =- —
3,500#
6A
1 B
,000#
1,000
24
00 0
FRONT VIEW 6, SIDE VIEW FRONT' VIEVif'',
B 6A _1 ` B
SIDE VIEW 6 FRONT VIEW SIDE VIEW
TYPE4
1' 000
1,000
1,000#
SEIZMIC
CITY OF PUI (WU.A
APPROVED
AICI 2' 8 2000
RECEIVED
CITY' OF TUKWILA
, tj
PERMIT CENTER
SEIZMIC,'
MATERIAL HANDLING
ENGINEERING
161 ATLANTIC STREET
EST 1985' POMONA, California 91768'
Tel. (909) 869 -0989 • Fax i(909) 869 -0981
CALIFORNIA DRAWN BV DATE 717 ',
CONTRACTORS LAST REV., 8.` DATA
LICENSE'
NO' 665314 APRV BY ,SAL E. FATEEN scALs 'NONE
STORAGE RACK ELEVATIONS
DRAW N G NUf�IREiR I' '
LO WE`S 11101
T(JKWILA. ' 0071
ReASIONS:
SEASONAL REVISIONS
DATE:
6/27/DO
PLANNER
REVISIONS
DL
FIANNM
..- ISIONS
NATE
R.NER
REVISION
OAT '
R TN'INER
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pATE-
PLANNER
R.RIONS. , I
DNTR
RTANNER
INTERIOR OINE.ONS
FOOTAGE ■
.
, - ,
„ , , ,
v ''' I-
OF 1LJKWILA, WA 11 010 1 I
, ,
P.O. BOX 1I11 NI. ELKESSORO. NC 28656
'PHONE 336-65B-4400 1
TAX: 336=656=2344 1 I ''
I
I
START
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subjectto.rrors ah6 brniaslons and aparoyai, 1
■ plans does no auther■ze Tne , olation of any I
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