HomeMy WebLinkAboutPermit D01-024 - CASH AND CARRY - RACK STORAGEs..,.t."4.Xvkftiz.ta
CASH & CARRY
230 ANDOVER PARK
EAST
EXPIRED
1-20-02
D01-024
City of Tukwila
Community Development / Public Works • 6.300 Southcenter Boulevard, Suite 100 • Tukwila, Washing ton ti8188
Parcel No: 022310 -0100
Address: 230 ANDOVER PK E
Suite No:
Location:
Category: ARET
Type: DEVPERM
Zoning: TUC
Const Type:
Gas /Elec.:
Units: 001
Setbacks: North: .0 South: .0
Water: N/A Sewer: N/A
Wetlands: Slopes: N
Contractor License No:
OCCUPANT CASH & CARRY
230 ANDOVER PK E, TUKWILA, WA 98188
ROSELLINI ALBERT D
5936 6TH AVE S, SEATTLE WA 98108
PAUL DEEMS
1807 132 AV NE #2, BELLEVUE, WA 98005
RBI CONSTRUCTION
1807 132ND AVE #2, BELLEVUE WA 98005
***************************************************** * * * *k* * * * * * * * * * * * * * *k * * * * * * *k **
Permit Description:
REPLACE EXISTING RACK STORAGE WITH NEW 94" TALL
RACK STORAGE.
************************************************ k**** * * ** * * * * * * * * * * * * *k **k * * * * * * * ***
Construction Valuation: $ .00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No: Size(in): .00
Flood Control Zone: N
OWNER
CONTACT
CONTRACTOR
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES.
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Hauling:
Land Altering:
Landscape Irrigation:
Moving Oversized Load:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension: N Private: N Public: N
* * * * * * * ** * * * * * * * * * * * * * * * * * * ** tilt****************** *** * * * * * * ** * * * * * ** * * * * ** ** * * * ** *k*
TOTAL DEVELOPMENT PERMIT FEES: $ 900.0
**** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *************\ * * * * * * * * * ** * * * * * * * * * * * * * * * * ** **
z)
L
Permit Center Authorized Signature : �s.-✓
I hereby certify that I have read d examined his perm, i' and know the same
to be true and correct. All pro sions of law nd ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
development permit.
Signature: Date: ' 2o'
Print Name: __Zo 6 1 i%77cJ
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.
DEVELOPMENT PERMIT
N No:
N Private: N
N
N
Permit No:
Status:
Issued:
Expires:
Occupancy: STORE
UBC: 1997
Fire Protection: AUTO FIRE ALARM
East: .0 West: .0
Streams:
Phone:
Phone: 425 - 881 -1985
N Start Time: End Time:
N
Cut: Fill:
N
N Start Time: End Time:
Phone: 425 -881 -1985
Date:
(206) 431 -3670
DO1 -024
ISSUED
02/12/2001
08/11/2001
Public: N
;
CITY OF TUi',W1LA
Address: 230 ANDOVER Ft F Ferwir Uo: U01-0:24
Suite:
Tenant: Statue:
Type: DEVPERM Auplied: (
Parcel #: 022310-0100 id: 0,'ile/20w
k . A . A . 1 1 * A * * * 1 * * A e b A t k W A , A A • k i t i - A 4 . * * 1 A A * 4 . A * 4 A 44A 4 44 440 4 4 A * A.A 4 A A 4 4,
F.)
2
• o
co 0
• u,
L .S 1
• is
u o
<
22a
z F
kcz.?
u.
c.)
1
Permit Conditions:
1. No changes will be made to the plans uniees approved by the
Engineer and the Tukwila Building Division.
2, All construction to be done in conformance with approved
plans and requirements of the Uniform Building Gu&. (1
Edition) as amended. Uniform Mechanical (.ode (1997 Fditioo).
and Washington State Energy Code (1997 Edition).
3. Validity of Permit. The issuance o a permit or approeal of
plans. specification. anti computations shall not be con-
strued to be a permit for or an apprcival of. any violation
of any of the provisions of the building code or of anv
other ordinance of the jurisdiction. No permit pre..iuming to
give authority to violate or cancel the proviJ,ion5 of this
code shall be valid.
4. All permits, inspection recori s. and aubroved plan shall be
available at the job site prior to the start of :inv con-
struction. These documents are to be maintainel and avail-
able until final inspection approval is g(anted.
5. **AFIRE DEPARTMENT CONDITIONS
6. The attached set of plans have been reviewed by ihe Fire
Prevention Bureau and are acceptable with the followiog
concerns:
7. Storage may not be closer than 36 inches in all directions
to ceiling "Space or Unit" heater'.,. (UFC 1109.2
6. Storage may not be closer than 18 inche., below :,prinkler
heads, (NFPA 13. 4-2.5)
9. In double row racks with heights of storage up tc and
including 25', an average nominal 6" transverse t :.■)3C.4:
between loads or at rack uprights shall be maintained.
(NFPA 13)
10. Maintain minimum 6" longitudinal flue space between back to
back racks. iNFPA 13)
11. Where storage he exceed . s 15 feet and celling sprinklers
only are installed, fire protection by one of followjn9
methods is required for steel buildiny columns located
within racks: (a) one-hour fire peoofing, (b) sidewall
sprinklers at the 15 foot elevation of the column. tc)
ceiling sprinkler density minimums as determined by the
Tukwila Fire Prevention Bureau. (NFPA 131
12. Aisles leading to required exits shall bc provided from all
portions of buildings. Aisles located wit.hin an accessible
route of travel s,hall also comply with the Buildino Code
requirements for accessibility. (UFC 1204.1)
13. Depending on the classification of the commodity being
stored and the size of the storage area. smoi.e 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.
ar
1 4 . An approved hose sta.tion requires plans r e v i e w r P i : ns
must be submitt.ecl the Fire Marshal for a pr .i prioe to
installation.) cCity Ordinance #1901)
1 5 . Racks designed for high-piled storage must comply w i t h
section 2207 of the Uniform Building Code. Please coat iu .
the Tukwila Building (Department for details. pertaining to
design and installation standards.
16. Refrain from blocking sprinkler coverage with shelving.
NFPA standard #13 _ t.ate_ that any shelving ter decks in
excess of 4 feet i n width w i l l require installation of
sprinklers thereunder.
17. High -piled combustible storage is combustible materials in
closely packed piles more than 12 feet in height oyr
combustible materials on pallets - or in racks more than 12
feet in height. For certain special-hazard and cronrmodit ies
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
required inspections and t e s t s . (UFC 10.503) ( C i t y
Ordinance #1900 and #1901)
1 9 . This review l i m i t e d to speculative tenant sc►a+:e o n l y -
special f i r e permits may be necessary depending on detailed
description of intended use.
. Any overlooked hazardous condition and /or violation of the
adopted F i r e or B u i l d i n g Codes doe a. not i m p l y apprclval of
such condition or violation.
. The plans were reviewed by _512_. If you have any
questions, please call the Tukwila Fire Pr event ion Bureau
at (206)575 -4407.
I hereby certify that. I have read these Conti i t. ion: a n . i w i l l comply
with them as outlined. A l l p r o v i s i o n s of law and ordinance govern ; rru
this work wi11 be complied with, whether _:peg_ if ied herein in or not.
The granting of this permit does not presume to give authority to
violate or cancel the provisions of arty other work or local laws
regulating construction or the performance of work.
5 igrrature:
Print Name:
14-4.4 /4.0c /d 4 '~ '7
Date:
Project Nament: � ��
Value of Construction: �f i] b ` � j T
Site Address (include City ude suite numb r) _ Cit St ti •
-? r7 f+A)rf,rTi _.K . C- . To t)t Lr{ 9 , &
Tax Parc l
t73 ( D —01(V ,
Phone:
Property Owner: '.
Street Address: - Cit t at p:
(cola 0_ 1-1--,4.8 - tom. Cur tc C:DMM xe o c .0A Db O
Fax #:
—
Contractor.
. .r4,L:; ,.AJ 3 .
Phone:
4Z5-Ut- (9n`'3
Street Address: City State/Zip:
(`co 7 1 Amts'- = z- "e:�-,..cF.ahte- tA.)- i' ' c cS
Fax #:
0 z.3 : ( - &;9 75'
,
Architect: c
GZT e' Nik L-
Phone:
/�� -
Street Address: City State/Zip:
Fax #:
/
Engineer:
5So - t4 - r - C'A16 11v0 - - �,
Phone:
3
._ 'A-5- - RID I
Street Address: I , City State/Zip:
/ace, 9 " 111 CI- 1 cSr✓ - A : U r CA 90c3A
Fax #:
Contact Person: p
� ) t `t:' - ''L S 1` � _- e S i f').JL -Tt t-1
Phone:
q -
_
- { - (9 tg.s
Street Address: City State/Zip:
180 z P — ° A,�� z ? ,,,d rut `� Zm .
Fax #:
7 S
d 1 �9 .
Description of work to
1 ZETuAC
be done (please be specific):
e t S -r .✓Z� • A-- - 7 - - n2r -, €. '.e1 AI C- u--1 ( '' 7A LL f� "/" eS�:
-.t:
Existing use:
►: : etail ❑ Restaurant
Church ❑ Manufacturing
❑ School /College/University
❑ Multi - family ❑ Warehouse ❑ Hospital
❑ Motel /Hotel ❑ Office
❑ Other
❑ Multi- fami ❑ Warehouse ❑ Hospital
❑ Motel /Hotel ❑ Office
❑ Other
Proposed use: Retail ❑ es auR rant
❑ Church ❑ Manufacturing
❑ School /College/University
Building Square Feet: . 14 Soo ` existing No. of Stories: , Area f construction (sq ft):
Will there be a change of use? ❑ no
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage?
❑ no
Existing fire protection features:
��►2�s
V automatic fire alarm ,none ❑ other (specify)
Will there be storage of flammable/combustible
Attach list of materials and storage
hazardous material in the building? ❑ yes no
location on separate 8 1/2 X 11 paper indicating quantities & Material Safety ata Sheets
Date application accepted:
11/30/00
clpermit.doc
CITY OF T UJK' "ILA
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
(206) 431 -3670
Commercial / 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 REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING:
(Additional reviews may be determined by the Public Works Department)
❑ Channelization/Striping ❑ Curb cut/Access/Sidewalk ❑ Flood Control Zone ❑ Hauling
❑ Fire Loop/Hydrant (main to vault) #: Size(s):
❑ Land Altering 0 Cu 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.
Date application expires:
- 7
Project Number:
Permit Number: D
PLEASE SIGN BACK OF APPLICATION. FORM
z
w
ce
J U
O 0
U) 0
• W
J
H
W O
2
L Q
co �
z �
z
W
U
O -
O
W W
u.
H �
lll
co
HZ
O
z
Fir
rata eel
r ow.
rimos
• _v
...
Tamaj
BUILDING OW :R OR AUTHORIZED AGENT:
Date:
it\ q 'T
Signat '-' rte
Print name: iVG /k ( I l f 2 0
r
Phone 2 /c-,. -7 //
Fax #: - „i, `,�
v
71
Address 0 1 7 7 ( t ( Q( t'
1
City/State/Zip e )' ni et' : - ' C
APPLICATI MUST BE SUBMITTED WITH TH • [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).
Z
W
6
J U
UO
to
(n w
=
❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled W Lu
LL
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of w
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site to Cy
= w
t- -
=
z �
I- O
Z
U p
O N
a t-
w
H -
LLO
w Z
v=
1
o „-
O
z
ack 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.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
Department of Public Health prior to submitting for building permit application. The Department of Public
Health is located at 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 11 -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
PERI )LY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
11130/00
dpermitdoc
A ******************AA 4,A A** ****0 A*** A** A r r A AA AO A f ***A f fr f rr *I
1:1r7 OF fl;KNILA.
** Or* *Or* t A.*** * ** **ft r AO** t ;PR #F*. A*A #A 40.**AOF 1 f
ruoimir Nomoor: R01 iloodot: 4 :
Pi(vment Method: Ooti ion:
Permit 0o: D0.1-24 lvoe: tiEVELC:!mE01 PLFhll
Parcel No: 02:2310-0100
bite AddreEsn 230 OODOVEP Ph U
Th 1 Pi‘vhent t547.25
rot:1i
10i ALL
Account Code Ocr lot
000132 bUlLDINC - NOOFE
000/306.' rrE OUILDCW:
1. Y., TOTii
-
L.. IVIW oT.LL•
f:314000 - AAH.) Ntlid 0C3*qt
uo140ta, i 4uno330
4#44A1****-0#4w44v4v*441
10:)ko I !! fl
t)!4
..!s:,i)0 )v40
4 14 4 W. 4 ) q!
, j 4300(MH 1.1saJppil ,9411
00'10 -".°N
LAROJ ij 4 •13J030 ';' 017;')-TOU :
:3 3 111 u 4 0 0 H P '4 4 t4 4 I • 1 i I ° A q
1 c G ' qn001(01 :aaquIIN
n
•triminl :1( 411:1
4 # 4 4 4 4 4 . 4 4 4 • Y. V 4 4 '4 4 f f 1 4 * 4 4 & 4 4 4 4 4 4 4 4 4 4 kg 4 4 it 4 4 It *
Proje : }}
1.1 e _ ti .:-- C 6 d7+'
Type of Ins e
7
on:
) ''''74 / ,4't e-e
Ad ress:
IA
Date called:
223 -0 °;.211.
Special instruction :
Date wanted.
Requester:
Phone:
_ '- "r'�� �E
INSPECTION NO.
Approved per applicable codes.
COMMENTS:
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
PERMIT NO.
(206)431 - 3670 3 441
of
'LCorrections required prior to approval.
Inspector: "K/ dA 1 .1
Date:
El I
$47. ► I REINSPECTION F REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
Project Name
Address
Fire Department
Retain current inspection schedule
Needs shift inspection
Approved without correction notice
Approved with correction notice issued
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre-Fire:
Permits:
. ,
\ '
Authorized Signature
FINALAPP.FRM
,
City of Tukwila
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Rev. 2/19/98
Steven M. Mullet, Mayor
Thomas P. Keefe, Fire Chief
Permit No. (..)\ —C
Suite #
17\0
Date
T.F.D. Form F.P. 85
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439
RECEIVED
CITY OF TUKWILA
'ERMi1 CENTEF,
STRUCTURAL CALCULATION FOR
STORAGE RACKS
AT
SMART AND FINAL
230 ANDOVER PARKEAST
TUKWILA, WASHINGTON
el %0 2 01001
AuC
Advanced Technical Consulting
P.O.Box 1963
San Ramon, California, 94583
Tel: (510) 796 -4411
Fax: (510) 796 -4412
Job Number 0101 -11792
Revision 0
January 2001
ti Total Pages)
K: biz Mo : •. • ani
Ci : eer No. 0029579
Expiration Date: 9/13/01
of -o24
Coversheet
Table of Contents
1.0 Purpose
2,0 Refernces
3.0 Rack Profile
4.0 Design Criteria
0
KM
Attachments
1/16/01
REV BY DATE Advanced Technical Consulting
4.1 Seismic Loads
4.2 Load Beams
4.3 Columns
4.4 Bracing
4.5 Connectors
4.6 Base Plate & Anchor Bolts
4.7 Stability
4.8 Concrete Slab
ATC
TABLE OF
JOB NO:
PAGE
1
2
3
3
4
S
8
10
11
13
14
15
16
17
Attachment A (Computer Analysis) (1/ pg)
Total No. of Pages ea Pages
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
0101-11792
PAGE
OF
'7
. ',-;';i'ilu;:.-vixokzazzo.oanarcat'•
0
1.0 PURPOSE
The purpose of this calculation is to investigate the structural adequacy of
structural members, and connections of the storage racks being installed
at ground level of Smart & Final facilities, in Tukiwala, Washington.
By inspection, qualificatiopn of Type A racks Envelopes acceptance of
Type B, and Type C racks.
Effects of Dead Load (DL), Live Load (LL), Impact Load (IL), and Seismic
Load (EQ), in accordance with the applicable codes as specified in the
Reference Section (next page) are considered.
2.0 REFERENCE„
111 "Uniform Building Code (UBC) , 1997 Edition
121 "Specification For The Design, Testing, and Utilization of Industrial
Steel Storage Racks", June 1990 Edition, by Rack Manufacturers
Institute.
[3] "Cold Formed Steel Design Manual", 1986 Edition, American Iron And
Steel Institute (AISI).
14J "Manual of Steel Construction", 9th Edition, American Institute of
Steel Construction (RISC).
15] "Building Code Requirements For Reinforced Concrete", ACI -318,
American Concrete Institute.
[6] "Design of Welded Structures", by Omar Blodgett.
[71 "Report Number 4627'; by International Conference Of Building
Officials (ICBO), for "Hilti Kwik 11 Wedge Anchor bolts" .
KM
1/16/01
REV BY DATE Advanced Technical Consulting
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
3
OF
17
4
13
II II
0
3.0SMRAGERICKERQE/LE
KM
1/16/01
AL_
;t
tr
REV BY DATE Advanced Technical Consulting
JOB NO:
4/0■•••■=.
0
IL.
CLIENT: SMART & FINAL
0101-11792
Lu
4
'
PROJECT: STORAGE RACK DESIGN
PAGE
4-
OF
/
3.0 STORAGE RACK PROFILE
r
r-
1 1
0
1/16/01
REV BY DATE Advanced Technical Consulting
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101-11792
PAGE
5
OF
/ 7
3.0 STORAGE R4 CJU ROIi JLE
0
REV
KM
BY
1/16/01
DATE
4 D
a
Advanced Technical Consulting
N
JOB NO:
0
U-
u
z
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
0101 -11792
PAGE
OF
cu
U N O n
co LL
W } o
N W
0
n o
§
w
I I 0
ui
z
0
4.0 DESIGN CRITER,(A
1 Codes
2 Seismic Loads
3 Material Properties
KM
4 Rack Configuration
116/01
Structural Steel (Min Fy) = 50 KSI
Steel Plates (Min Fy) = 36 KSI
Slab Thickness = 5 IN
Concrete Strength = Fc = 2500 PS!
Allowable Soil Pressure = Q = 1000 PSF
Column Spacing (Longitudinal Direction) = 96 IN
Column Spacing (Transverse Direction) = 18 IN
Number of Load Beams = 4
Height to 1st Load Beam = 8 IN
Height to 2nd Load Beam = 36 IN
Height to 3rd Load Beam = 64 IN
Height to 4th Load Beam = 94 IN
Height of the Top load Beam = 94 IN
Overall Height of Uprights = 94 IN
Number of Transverse Bracing Panels = 3
Distance Between Floor and 1st Brace = 10 IN
Average Pallet Weight = 50 LB
Max. Pallet Weight = 60 LB
Number of Pallets Per Level = 10
Max Live Load Per Level = LL = 600 LB
REV By DATE Advanced Technical Consulting
See Reference Section
CLIENT:
JOB NO:
Zone 3
SMART & FINAL
PROJECT: STORAGE RACK DESIGN
/ 7
0
REV
4.1 SEISMIC LOADS;
As permitted by Section 1612.3.2 of 1997 UBC, earthquake load are divided by 1.4,
since Allowable Stress Design (ASD) methodology is used in the calculations.
Down Aisle Base Shear (UBC section 630,E and 22285)
hn =7.83 Ft. Na = 1.00
T = Ct (hn)^0.75 =0.16 Sec Nv = 1.00
Ca = 0.36 I = 1.00
Z = 0.30
Soil Type = SD R = 5.60
W = DL +0.5 *LL= (With min. of 4 columns in this direction, UBC 2228.5.2)
UBC Equation
(30 -4) V = (111.4)* [Cv * 1 / (R *T) ] * W = 0.000 *W
(30 -5) V = (111.4)* X2.5 * Ca * 11 RJ * W = 0.115 *W (Max.) USE THIS
(30-6) V = (111.4)* [0.11 * Ca * I J * W = 0.028 *W (Min.)
(30 -7) V = (1/1.4) *70.8 * Z * Nv * 11 RI * W = 0.031 *W (Min.)
(For a single interior post)
Total Vertical Load on a single interior post = DL + LL
1/2 of Upright Weight = 0.120 KIP
Beam Weight Per Ft = 0.004 KIP /FT
DL = Upright + Beams = 0.25 KIP
LL = (Number of Levels) x (Max. LL Per Level) = 1.20 KIP
Total Vertical Load = DL + LL = 1.45 KIP
V (in down aisle direction) = 0.17 KIP
Cross Aisle Base Shear_a BC section 1630.2 and 22285)
hn =7.83 Ft.
T = Ct (hn)^0.75 =0.09 Sec
Ca= 0.36
Soil Type = SD R = 4.40
W = DL +0.5 *LL= (With min. of 4 columns in this direction, UBC 2228.5.2)
UBC Equation
(30 -4) V = (111.4)* [Cv * 1 / (R *T)] * W = 0.000 *W
(30 -5) V = (111.4)* [2.5 * Ca * 11 RI * W = 0.146 *IV (Max.) USE THIS
(30-6) V = (111.4)* [0.11 * Ca * I ] * W = 0.028 *W (Min.)
(30 -7) V = (1 /1.4) *(0.8 * Z * Nv * 11 RJ * W = 0.039 *W (Min.)
(For a single interior post)
Total Vertical Load = DL + LL = 1.45 KIP
V (in cross asile direction) = 0.21 KIP
KM
BY
1/16/01
DATE
Advanced Technical Consulting
Na = 1.00
Nv = 1.00
1 = 1.00
Z = 0.30
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
OF
/7
LEVEL
Wx
(KIP)
Hx
(Ft)
WxHx
(K -Ft)
Fx
(KIP)
Oh CC N ■Z h !t rn N ti
1.0
7.8
7.8
0.098
1.0
5.3
5.3
0.067
1.0
3.0
3.0
0.038
1.0
0.7
0.7
0.008
TOTAL 16.8
0.212
L EVEL
Wx
(KIP)
Hx
(Ft)
WxHx
(K -Ft)
Fx
(KIP)
Ov--, ON CO n \t in tt en N ,--,
1.0
7.8
7.8
0.077
1.0
5.3
5.3
0.053
1.0
3.0
3.0
0.030
1.0
0.7
0.7
0.007
TOTAL 16.8
0.166
0
REV
Vertical Distribution of Seismic Forces;
Fx = (WxHx) I (Sum WxHx) From Ref [1
Since All Levels Have the Same Load Use Wx = 1.0
Note that in the transverse direction, following horizontal loads are applied
to each post.
KM
BY
1 /16 /01
DATE
Down Aisle Direction
Cross Aisle Direction
Advanced Technical Consulting
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
OF
► 7
42_ BEAMS
0
KM
Min Fy = 50 KSI
Factor of Safety = FS = 1.65
Allowable Bending Stress = Fb = Fy /FS = 30 KSI
Area = A = 0.722 IN "2
Moment of Inertia = 1= 0.760 IN ^4
Section Modulus = S = 0.466 IN ^3
Radius of Giration= R = 1.026 IN
Thickness = t = 0.075 IN
Beam Length = L = 8.0 FT
Beam Length = L = 96.0 IN
DL of Bean Per Foot = 0.004 KIP /FT
Max LL Per Shelve = LL = 0.6 KIP
Uniform LL For a Single Beam = LLIf(2)(L)J = 0.038 KIP /FT
Impact Load (IL) = (0.25)(Avg. Pallet Weight) = 13 LB
Max Impact Load (IL) Per Level = 0.01 KIP
Uniform Impact Load (IL) Per Beam = (IL /2) /L = 0.001 KIPIFT
Uniform DL + LL per Beam = WI = 0.042 KIP /FT
Uniform DL + LL + IL per Beam = W2 = 0.042 KIP /FT
1/16/01.
Max Moment = M = (W2)(L ^2)/8 = 0.3 KIP -FT
Required Section = Sreq = (M)(12) /Fb = 0.134 IN ^3
Provided Section = Sprov = 0.466
Sprov > Seq
Allowable Deflection = Da
Da = L /180 = 0.53 IN
Actual Deflection = D
D = 5(W1) (L') (L "^3)/ f (384) (29.5E3) (1)] = 0.17 < Da O.K.
ATC
REV BY DATE Advanced Technical Consulting
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
O.K.
PAGE
/0
OF
/ 7
93 COLUMNS
Calculate Capacity
KM
BY
1/16/01
Min Fy = 50 KSI
Compression Factor of Safety = FS = 1.92
DATE Advanced Technical Consulting
Column Properties
A = 0.411 INA2
lx = 0.582 IN ^4
Sx = 0.388 IN ^3
Rx = 1.156 IN
ly = 0.205 INA4
Sy = 0.219 IN ^3
Ry = 0.686 IN
t = 0.07.5 IN
Unbraced Length in X Direction = Lx = 28.0 IN
Unbraced Length in YDirection = Ly = 24.7 IN
Kx 1.5
Ky = 1.0
KrLx /Rx = 36.3
KyLylRy = 36.0
(KLIR)rnax = 36.3
F'e = (12E)(3.14 ^2) /(23[(KL /R) ^2J} = 113.0
C c = (2E, ^2 /Fv) ^0.5 = 107
For KL /R less than C c
Fa = 26.3 KSI
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
it
OF
aZ
0
Evaluation of Columns (Cont'd)
DL + LI, + Moment Due to 1..5% W (Ref. (2 )
KM
1/16/01
Moment Arm = L =
DL =
LL =
Total Axial Load = P = DL + LL =
1.5% Moment = M = 0.015(PL /2) =
DL + LL + Seismic in Longitudinal Direction
Combined Axial + Bending Stresses
IR = [(P) /(A Fa)] + [(M)/(Sx Fb)] = 0.1 < 1.0 O.K.
Total Axial Load = P = DL + LL =
From Computer Analysis, Moment = M =
Combined Axial + Bending Stresses
IR = f (P) /(A Fa)] + f (M)(12) /(Sx Fb)] = 0.33 < 1.33 O.K.
DL + LL +,Seismic in Transverse Direction
Axial Load = P1 = DL + LL =
From Computer Analysis Seismic Axial Load = P2 =
Total Axial Load = P = P1 + P2 =
From Computer Analysis, Moment = M =
Combined Axial + Bending Stresses
IR = [(P) /(A Fa)] + f (M)(12) /(Sy Fb)] = 0.47 < 1.33 O.K.
REV BY DATE Advanced Technical Consulting
8.0 IN
0.2 KIP
1.2 KIP
1.4 KIP
0.1 KIP -IN
1.4 KIP
0.19 KIP -FT
1.4 KIP
1.7 KIP
3.1 KIP
0.1 KIP -FT
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
2
OF
/�
REV
4,4 .BRACES
KM
BY
1/16/01
DATE
Horiz. Length = Lx =
Vert. Length = Ly =
Total Length = L = {(Lx ^2) + (Ly =
Advanced Technical Consulting
L _I
A = 0.284 IN ^2
I(min) = 0.046 INN;
S(min) = 0.056 IN ^3
R(min) = 0.404 IN
t = 0.075 IN
18.0 IN
20.7 IN
27.4 IN
K = 0.70
(KLIR)max = 47.5
F'e = (12E)(3.14 ^2) /(23[(KL /R) ^ 21} = 66.25
C c = (2E ^2 /Fy) ^0.5 = 107
Fa = 24.73 KSI
From Computer Analysis
Seismic Axial Load = P = 1.00 KIP
Allowable Seismic Axial Load = Pa KIP
Pa = (A)(Fa)(1.33) = 9.34 > P O.K.
Weld Capacity
Length of weld = D = 3.0 IN
Weld Size = w = 0.125 IN
Weld Capacity = (w)(0.707)(21 ksi)(D)(1.33) = 7.4 > P O.K.
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
13
OF
I "?
0
45 CONNECTIONS
Bolts /Studs
Bearing Stress
KM
Total Number of Bolts /Studs = 3
Distance From Bot. Bolt to Bot. of Connector = XI = 1.0 IN
Distance From Mid. Bolt to Bot. of Connector = X2 = 3.0 IN
Distance From Top Bolt to Bot. of Connector = X3 = 5.0 IN
Total Load Per Single Beam = W = 0.3 KIP
Load Per Connector = R = W/2 = 0.2 KIP
Direct Shear Per Bolt = V1 = (R /No. of Bolts) = 0.055 KIP /BOLT
From Computer Analysis
Seismic Moment = M =
From geometry, and similar Triangles
Max Shear Per Bolt Due to Seismic Moment = V2
V2 = (12(M)(X3)J I ((XI ^2) + (X2 ^2) + (X3 ^2)J =
Resultant Shear = V = ((V] ^2) + (V2 ^2)J ^0.5 = 0.33 KIP /BOLT
Allowable Seismic Shear = Va = (A)(Fv)(1.33) = 3.08 > V O.K.
1/16/01
Bolt /Stud Diameter = D = 0.375 IN
Bolt Area = A = 0.110 IN ^2
Bolt Mat. Allow. Shear Stress = Fv = 21 KSI
Base Metal Fu = 65.0 KSI
Base Metal Thickness = T = 0.075 IN
Allowable Bearing Stress (Seismic) = Fp
Fp = 1.33(Fu) = 86.5 KSI
Actual Bearing Stress = fp
fp = V/(TD) = 11.75 < Fp O.K.
ATC
REV BY DATE Advanced Technical Consulting
0.19 KIP -FT
0.33 KIP /BOLT
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
►4
IFS
REV
4.6 BASE PLATE AND ANCHOR BOLTS
KM
BY
Max. Compressive Load (DL + LL + SL) = P = 3.1 KIP
Distributed Load = w = PIA = 0.18 KIP /IN ^2
Base Plate Thickness required = Treq IN
Treq = { j(3)(w)(Lc ^2)J I j(0.75)(Fy)(1.33)J ) ^ 0.5 = 0.03 < T O.K.
' II,
i '. II i' I.
1/16/01
DATE
Base Plate Min Fy = 36 KSI
Base Plate Thickness = T = 0.38 IN
Base Plate Width = b = 3.50 IN
Base Plate Length = d = 5.00 IN
Base Plate Area = A = 17.50 IN "2
Bolt to plate Edge Distance = Le = 0.75 IN
Bolt to Bolt distance = Lb = 3.50 IN
Bolt to Column Edge Distance = Lc = 0.25 IN
Transverse Direction (Base FL Critical)
Longitudi al Direction (Anchor Bolt Critical)
Max Compressive Load = P =
Max Shear Load = V =
Max Moment = M =
Number of Bolts = N = 1
Bolt Diameter = 0.50 IN
Perpendicular Bolt to Bolt Distance = Lb = 3.50 IN
Min Concrete Strenght = Fc = 2500 PSI
Min Bolt Embedment = 3.50 IN
Bolt Tension Allow (Ref. (71) = Ta = 0.875 KIP
Bolt Shear Allow (Ref 17J) = Va = 1.840 KIP
Special Inspection Required = NO
Bolt Tension Allow (Ref. 17J) = Ta = 1.164 KIP
Bolt Shear Allow (Ref j7J) = Va = 2.447 KIP
Advanced Technical Consulting
JOB NO:
1.45 KIP
0.17 KIP
0.00 KIP -FT
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
0101 -11792
PAGE
l S
OF
I 7
(Base P1 & Anchor Bolts Cont'd)
4.7 STABILITY
moire Rack Loaded
KM
REV BY
1 /16/01
DATE
Max Tension Per Bolt = T
T = [(M)(12)1(N/2)(Lb)J - (P)(0.5) =
Max Shear Per Bolt = V
V = (V)I(N) =
Combined Tension & Shear Interaction = IR
IR = [(T)/(Ta) J ^5/3 + [(V)1(Va)1^513 =
To Shel_f_Loaded Only
Downward Force due to pallets on top shelf = F =
Seismic Force @ top = V =
Distance From Top Shelf to Floor = H =
Overturning Moment = OTM
Factor of Safety = FS =
OTM = (V)(H)(FS) =
Restoring Moment Due to LL = RS
Distance Between Columns of Upright = D =
RM Due to LL = RM = (F)(D/2) =
Total Number of Bolts Per Column = N =
T = Tension I Bolt = (OTM- RM) /ND =
V = Shear I Bolt = V/2N =
Bolt Tension Allow (Ref [7J) = Ta =
Bolt Shear Allow (Ref. [7]) = Va =
IR = j(T) /(Ta)J ^5/3 + j(l ')1(Va)J ^5/3 =
Downward Force = F =
Total Seismic Force = V =
Factor of Safety = FS =
OTM = (V) (2/3) (H) (FS) =
RM Due to LL = RM1 = (F)(D/2) =
T = Tension I Bolt = (OTM- RM) /ND =
V = Shear / Bolt = V/2N =
Bolt Tension Allow (Ref. [7]) = Ta =
Bolt Shear Allow (Ref [7]) = Va =
IR = [(T)/(Ta)J ^5/3 + [(V) /(Va)J ^5/3 =
Advanced Technical Consulting
CLIENT:
JOB NO:
0.00 KIP /BOLT
0.166 KIP/ BOLT
0.01 < 1.0 O.K.
0.6 KIP
0.088 KIP
94.0 IN
1.5
12.4 KIP -IN
18.0 IN
5.4 KIP -IN
1
0.39 KIP /BOLT
0.044 KIPIBOLT
1.164 KIP /BOLT
2.447 KIP /BOLT
0.16 < 1.0 O.K.
2.4 KIP
0.423 KIP
1.15
30.5 KIP -IN
21.6 KIP -IN
0.49 KIP /BOLT
0.212 KIP /BOLT
1.164 KIP/BOLT
2.447 KIP/BOLT
0.26 < 1.0 O.K.
SMART & FINAL
PROJECT: STORAGE RACK DESIGN
0101 -11792
P A GE
CP
OF
I -?
0
4.8 CONCRF. TE SLAB
Concrete Compressive Strength = Fc = 2500 PSI
Soil Bearing Pressure = Q = 1000 PSF
Maximum Axial Load Per Base Plate (DL + LL + SL) = P = 3.1 KIP
Concrete Thickness = T = 5.0 IN
Base Plate Width = b = 3.5 IN
Base Plate Length = d = 5.0 IN
KM
Allowable Stress = Fv = (2) f (Fc) ^ (0.5)](1.33) = 133 PSI
Actual Punching Shear Stress = fv
fv = f (P)(1000)J 1 [2(T)(h + d + 27)] = 16.8 < Fv O.K.
Bearing Stros
Allowable Bearing Stress = Fb = (0.35)(Fc)(1.33) = 1164 PSI
Actual Bearing Stress = fb
Jb = J(P) (1000) J / f(b) (d)] = 177.6 < Fb O.K.
Area of Influence = A
A = (P)(1000) /(Q) =
Side Lengths of an Equivalent Square = D = (A ^0.5) =
Moment for a One Ft. Strip = M
Moment Arm = L = (0.5)(12D- d- 2T)/12 = 0.3 FT
M = (Q)(L A 2) I (3)(1000) = 0.02 KIP -FT
Sec. Mod. of a 1' Ft Concrete Strip = S = (12)(T"2)/6 = 50.0 IN ^3
Allowable Bending Stress = Fb = (1.9)(Fc A 0.5)(1.33) = 126.4 PSI
Actual Bending Stress = Jb
Jb = M(12)(1000) /S = 5.3 < Fb O.K.
1/16/01
Punching Shear
Binding Stress
REV BY DATE Advanced Technical Consulting
3.1 FTA2
1.8 FT
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
PAGE
1 7
OF
KM
1/16/01
ATTACHMENT A
REV BY DATE Advanced Technical Consulting
CLIENT: SMART & FINAL
PROJECT: STORAGE RACK DESIGN
JOB NO:
0101 -11792
7
FRAME MAC file: SMART & FINAL; Last modified at 4:13:35 PM on Thu, Jan 18, 2001
•
• *:*-'
22
16
g
Input Data
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FRAME MAC file: SMART & FINAL.
Last modified at 4:13:35 PM on Thu, Jan 18, 2001.
All coord. and distances are in inch.
There are 30 nodes and 37 elements.
There are 66 degrees of freedom; the half- bandwidth is 23.
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Node information:
Node Location Location Restraint Restraint Restraint Hinge
No. inch (X)inch (X) (Y) (FX) (FY) (M2)
1 0.000 0.000 Yes Yes No No
2 99.000 0.000 Yea Yes No No
3 300.000 0.000 Yes Yes No No
4 318.000 0.000 Yes Yes No No
5 - 99.000 8.000 No Yes Yes No
6 0.000 8.000 No No No No
7 99.000 8.000 No No No No
8 198.000 8.000 No Yes Yes No
9 300.000 9.960 No No No No
10 318.000 9.960 No No No No
11 - 99.000 36.000 No Yea Yes No
12 0.000 36.000 No No No No
13 99.000 36.000 No No No No
14 198.000 36.000 No Yes Yes No
15 300.000 36.000 No No No No
16 318.000 36.000 No No No No
17 - 99.000 64.000 No Yes Yes No
18 0.000 64.000 No No No No
19 99.000 64.000 No No No No
20 198.000 64.000 No Yes Yes No
21 300.000 64.000 No No No No
22 318.000 64.000 No No No No
23 300.000 84.000 No No No No
24 318.000 84.000 No No No No
25 - 99.000 94.000 No Yes Yes No
26 0.000 94.000 No No No No
27 99.000 94.000 No No No No
28 198.000 94.000 No Yes Yes No
29 300.000 94.000 No No No No
30 318.000 94.000 No No No No
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Element characteristics:
From, To Length Section E Include Top is on Hinged at
Nodes inch name ksi self wt.top or left node(s)
1,6 8.000
2,7 8.000
3,9 9.960
4,10 9.960
5,6 99.000
6,7 99.000
6,12 28.000
7,8 99.000
7,13 28.000
9,10 18.000
COLX 29000.000 No Yes
COLX 29000.000 No Yes
COLY 29000.000 No Yes
COLY 29000.000 No Yes
BEAM 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BRACE 29000.000 No Yes
,40/1
9,15
10,16
10,15
11,12
12,18
12,13
13,19
13,14
15,21
15,16
15,22
16,22
17,18
18,26
18,19
19,27
19,20
21,23
21,22
22,24
22,23
23,29
23,24
24,30
25,26
26,27
27,28
26.040
26.040
31.656
99.000
28.000
99.000
28.000
99.000
28.000
18.000
33.287
28.000
99.000
30.000
99.000
30.000
99.000
20.000
18.000
20.000
26.907
10.000
18.000
10.000
99.000
99.000
99.000
COLY 29000.000 No Yes
COLY 29000.000 No Yes
BRACE 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BEAM 29000.000 No Yes
COLY 29000.000 No Yes
BRACE 29000.000 No Yes
BRACE 29000.000 No Yes
COLY 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BEAM 29000.000 No Yes
COLX 29000.000 No Yes
BEAM 29000.000 No Yes
COLY 29000.000 No Yes
BRACE 29000.000 No Yes
COLY 29000.000 No Yes
BRACE 29000.000 No Yes
COLY 29000.000 No Yes
BRACE 29000.000 No Yes
COLY 29000.000 No Yes
BEAM 29000.000 No Yes
BEAM 29000.000 No Yes
BEAM 29000.000 No Yes
MEN 4WD MO
************************************************* * * * * ** * * * * * * * * * * * ** * * * * * * * * * ***
Element characteristics (continued):
From, To Area Depth Thickness Weight Weight
Nodes in * *2 in in lb /ft kip
1,6 0.41 3.00 0.08 2.50 0.00
2,7 0.41 3.00 0.08 2.50 0.00
3,9 0.41 1.63 0.08 2.50 0.00
4,10 0.41 1.63 0.08 2.50 0.00
5,6 0.72 3.00 0.06 2.50 0.02
6,7 0.72 3.00 0.06 2.50 0.02
6,12 0.41 3.00 0.08 2.50 0.01
7,8 0.72 3.00 0.06 2.50 0.02
7,13 0.41 3.00 0.08 2.50 0.01
9,10 0.28 1.25 0.08 2.00 0.00
9,15 0.41 1.63 0.08 2.50 0.01
10,16 0.41 1.63 0.08 2.50 0.01
10,15 0.28 1.25 0.08 2.00 0.01
11,12 0.72 3.00 0.06 2.50 0.02
12,18 0.41 3.00 0.08 2.50 0.01
12,13 0.72 3.00 0.06 2.50 0.02
13,19 0.41 3.00 0.08 2.50 0.01
13,14 0.72 3.00 0.06 2.50 0.02
15,21 0.41 1.63 0.08 2.50 0.01
15,16 0.28 1.25 0.08 2.00 0.00
15,22 0.28 1.25 0.08 2.00 0.01
16,22 0.41 1.63 0.08 2.50 0.01
17,18 0.72 3.00 0.06 2.50 0.02
18,26 0.41 3.00 0.08 2.50 0.01
18,19 0.72 3.00 0.06 2.50 0.02
19,27 0.41 3.00 0.08 2.50 0.01
19,20
21,23
21,22
22,24
22,23
23,29
23,24
24,30
25,26
26,27
27,28 0.72 3.00
0.72
0.41
0.28
0.41
0.28
0.41
0.28
0.41
0.72
0.72
3.00
1.63
1.25
1.63
1.25
1.63
1.25
1.63
3.00
3.00
0.06
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.06
0.06
0.06
2.50
2.50
2.00
2.50
2.00
2.50
2.00
2.50
2.50
2.50
2.50
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.02
0.02
***************************************** * * * * * * * * * * ********** *******a * **
Element characteristics (continued):
From, To Iz Sec. mod. Rad. gyr. N.A. -edge S,T,L
Nodes in * *4 in * *3 in in
1,6 0.58 0.39 1.16 1.50 S
2,7 0.58 0.39 1.16 1.50 S
3,9 0.20 0.22 0.69 0.69 S
4,10 0.20 0.22 0.69 0.69 S
5,6 0.76 0.47 1.03 1.50 S
6,7 0.76 0.47 1.03 1.50 S
6,12 0.58 0.39 1.16 1.50 S
7,8 0.76 0.47 1.03 1.50 S
7,13 0.58 0.39 1.16 1.50 S
9,10 0.05 0.06 0.40 0.38 S
9,15 0.20 0.22 0.69 0.69 S
10,16 0.20 0.22 0.69 0.69 S
10,15 0.05 0.06 0.40 0.38 S
11,12 0.76 0.47 1.03 1.50 S
12,18 0.58 0.39 1.16 1.50 S
12,13 0.76 0.47 1.03 1.50 S
13,19 0.58 0.39 1.16 1.50 S
13,14 0.76 0.47 1.03 1.50 S
15,21 0.20 0.22 0.69 0.69 S
15,16 0.05 0.06 0.40 0.38 S
15,22 0.05 0.06 0.40 0.38 S
16,22 0.20 0.22 0.69 0.69 S
17,18 0.76 0.47 1.03 1.50 S
18,26 0.58 0.39 1.16 1.50 S
18,19 0.76 0.47 1.03 1.50 S
19,27 0.58 0.39 1.16 1.50 S
19,20 0.76 0.47 1.03 1.50 S
21,23 0.20 0.22 0.69 0.69 S
21,22 0.05 0.06 0.40 0.38 S
22,24 0.20 0.22 0.69 0.69 S
22,23 0.05 0.06 0.40 0.38 S
23,29 0.20 0.22 0.69 0.69 S
23,24 0.05 0.06 0.40 0.38 S
24,30 0.20 0.22 0.69 0.69 S
25,26 0.76 0.47 1.03 1.50 S
26,27 0.76 0.47 1.03 1.50 S
27,28 0.76 0.47 1.03 1.50 S
Total frame weight: 0.35 kip.
************************ * * ** * * *** ****** * * * * ** *** ** *** *, tit * ** ****** **** **** * * ** **
Node loads (only those that are in applied groups are listed):
Node Force or Group Magnitude Magnitude Magnitude
/
No. moment kip (FX) kip (FY) kip -ft (MZ)
6 Force Misc. 1 0.007 0.000
7 Force Misc. 1 0.007 0.000
9 Force Misc. 1 0.008 0.000
10 Force Misc. 1 0.008 0.000
12 Force Misc. 1 0.030 0.000
13 Force Misc. 1 0.030 0.000
15 Force Misc. 1 0.038 0.000
16 Force Misc. 1 0.038 0.000
18 Force Misc. 1 0.053 0.000
19 Force Misc. 1 0.053 0.000
21 Force Misc. 1 0.067 0.000
22 Force Misc. 1 0.067 0.000
26 Force Misc. 1 0.077 0.000
27 Force Misc. 1 0.077 0.000
29 Force Misc. 1 0.098 0.000
30 Force Misc. 1 0.098 0.000
General load factor: 1.000
Load factors (suffix denotes whether the group is currently applied):
Group Dead Live Wind Snow Misc.
1 1.000Y 1.000Y 1.000Y 1.000Y 1.000Y
2 1.000Y 1.000Y 1.000Y 1.000Y 1.000Y
3 1.000Y 1.000Y 1.000Y 1.000Y 1.000Y
4 1.000Y 1.000Y 1.000Y 1.000Y 1.000Y
5 1.000Y 1.000Y 1.000Y 1.000Y 1.000Y
"KO/
Output Data
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FRAME MAC file: SMART & FINAL.
Last modified at 4:13:35 PM on Thu, Jan 18, 2001.
All coord. and distances are in inch from the left (bot.) end of the element.
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Support reactions: (pos. force is to right or up; pos. moment is ccw.)
Node Reaction Reaction Reaction
No. kip (FX) kip (FY) kip -ft (MZ)
ia i" i; �s�'. t, g'` ==t .,..�.e >. �,..:;: •.:.,_..: -r;+
1 -0.167 -0.071
2 -0.167 0.071
3 -0.201 -1.661
4 -0.221 1.661 - --
5 - -- -0.022 -0.060
8 - -- 0.022 -0.060
11 - -- -0.023 -0.063
14 - -- 0.023 -0.063
17 - -- -0.017 -0.048
20 - -- 0.017 -0.048
25 - -- -0.009 -0.025
28 - -- 0.009 -0.025
dM ONO AIM
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Node deformations: (positive is to right, up, or counterclockwise.)
Node Deflection Deflection Rotation
No. inch (FX) inch (FY) radians (MZ)
1 0.000 0.000 -0.002
2 0.000 0.000 -0.002
3 0.000 0.000 -0.004
4 0.000 0.000 -0.004
5 0.015 0.000 0.000
6 0.015 0.000 -0.002
7 0.015 -0.000 -0.002
8 0.015 0.000 0.000
9 0.031 0.001 -0.002
10 0.032 -0.001 -0.002
11 0.079 0.000 0.000
12 0.079 0.000 -0.002
13 0.079 -0.000 -0.002
14 0.079 0.000 0.000
15 0.047 0.005 -0.000
16 0.048 -0.003 -0.000
17 0.134 0.000 0.000
18 0.134 0.000 -0.001
19 0.134 -0.000 -0.001
20 0.134 0.000 0.000
21 0.067 0.006 -0.001
22 0.067 -0.005 -0.001
23 0.081 0.006 -0.001
24 0.081 -0.005 -0.001
25 0.174 0.000 0.000
26 0.174 0.000 -0.001
27 0.174 -0.000 -0.001
28 0.174 0.000 0.000
29 0.099 0.006 -0.002
30 0.101 -0.005 -0.002
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Actual element end forces & moments: (local coordinate system)
From, To FxL FyL MzL FxR FyR MzR
Nodes kip kip kip -ft kip kip kip -ft
1,6
2,7
3,9
4,10
5,6
6,7
6,12
7,8
7,13
9,10
9,15
10,16
10,15
11,12
12,18
12,13
13,19
13,14
15,21
15,16
15,22
16,22
17,18
18,26
18,19
19,27
19,20
21,23
21,22
22,24
22,23
23,29
23,24
24,30
25,26
26,27
27,28
-0.071
0.071
-1.661
1.661
0.000
0.000
- 0.049
0.000
0.049
-0.252
-1.569
0.793
0.937
0.000
-0.026
0.000
0.026
0.000
-0.353
- 0.116
- 0.532
0.799
0.000
-0.009
0.000
0.009
0.000
- 0.351
0.008
0.034
0.422
0.000
- 0.141
0.000
0.000
0.000
0.000
0.167
0.167
0.201
0.221
-0.022
-0.044
0.160
- 0.022
0.160
-0.092
-0.059
-0.059
-0.010
-0.023
0.130
-0.046
0.130
-0.023
0.020
0.006
0.003
0.020
- 0.017
0.077
- 0.035
0.077
- 0.017
- 0.039
-0.001
-0.043
-0.005
0.098
-0.034
0.098
-0.009
-0.018
- 0.009
0.000 0.071 -0.167 0.111
0.000 -0.071 -0.167 0.111
0.000 1.661 -0.201 0.167
0.000 -1.661 -0.221 0.183
- 0.060 0.000 0.022 -0.121
- 0.181 0.000 0.044 -0.181
0.190 0.049 -0.160 0.183
-0.121 0.000 0.022 -0.060
0.190 -0.049 -0.160 0.183
- 0.069 0.252 0.092 -0.069
- 0.098 1.569 0.059 -0.031
- 0.095 -0.793 0.059 -0.032
-0.008 -0.937 0.010 -0.019
- 0.063 0.000 0.023 -0.126
0.131 0.026 -0.130 0.172
-0.188 0.000 0.046 -0.188
0.131 -0.026 -0.130 0.172
- 0.126 0.000 0.023 -0.063
0.029 0.353 -0.020 0.018
0.005 0.116 -0.006 0.005
0.005 0.532 -0.003 0.003
0.028 -0.799 -0.020 0.018
-0.048 0.000 0.017 -0.096
0.067 0.009 -0.077 0.125
-0.143 0.000 0.035 -0.143
0.067 -0.009 -0.077 0.125
- 0.096 0.000 0.017 -0.048
- 0.017 0.351 0.039 -0.048
- 0.001 -0.008 0.001 -0.001
- 0.017 -0.034 0.043 -0.055
- 0.009 -0.422 0.005 -0.003
0.082 0.000 -0.098 0.000
-0.025 0.141 0.034 -0.026
0.082 0.000 -0.098 0.000
-0.025 0.000 0.009 -0.050
- 0.075 0.000 0.018 -0.075
-0.050 0.000 0.009 -0.025
************************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * **
Maximum deformations:
No nodes moved to the left.
Node 26 moved 0.174 inch to the right.
Node 24 moved 0.005 inch downwards.
Node 29 moved 0.006 inch upwards.
Node 4 rotated0.004 radian clockwise.
No nodes rotated counter- clockwise.
Maximum reactions:
The reaction at node
The reaction at node
The reaction at node
The reaction at node
The reaction at node
The reaction at node
4 was 0.221 kip to the left.
20 was 0.000 kip to the right.
3 was 1.661 kip downwards.
4 was 1.661 kip upwards.
11 was 0.063 kip -ft clockwise.
4 was 0.000 kip -ft counter - clockwise.
EIA
Maximum tension and tensile stress
From, To Maximum Minimum
Node tension tension
kip kip
1,6
2,7
3,9
4,10
5,6
6,7
6,12
7,8
7,13
9,10
9,15
10,16
10,15
11,12
12,18
12,13
13,19
13,14
15,21
15,16
15,22
16,22
17,18
18,26
18,19
19,27
19,20
21,23
21,22
22,24
22,23
23,29
23,24
24,30
25,26
26,27
27,28
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
***************************************,********* * * * * ** * * * * * * * * * * * * * * * * * * * * * * * **
Maximum shear and shear stress values:
From, To Maximum Minimum Max. abs.
Node shear shear shear
kip kip kip
4WD ilm•
1,6
2,7
3,9
4,10
5,6
6,7
6,12
7,8
0.071
0.000
1.661
0.000
0.000
0.000
0.049
0.000
0.000
0.252
1.569
0.000
0.000
0.000
0.026
0.000
0.000
0.000
0.353
0.116
0.532
0.000
0.000
0.009
0.000
0.000
0.000
0.351
0.000
0.000
0.000
0.000
0.141
0.000
0.000
0.000
0.000
0.167
0.167
0.201
0.221
0.000
0.000
0.160
0.000
0.000
-0.071
0.000
- 1.661
0.000
0.000
0.000
0.000
- 0.049
0.000
0.000
-0.793
-0.937
0.000
0.000
0.000
- 0.026
0.000
0.000
0.000
0.000
- 0.799
0.000
0.000
0.000
-0.009
0.000
0.000
-0.008
- 0.034
-0.422
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-0.022
-0.044
0.000
-0.022
values (compression is negative):
Max. abs. Maximum Minimum Max. abs.
tension ten. str. ten. str. stress
kip ksi ksi ksi
0.071
-0.071
1.661
-1.661
0.000
0.000
0.049
0.000
-0.049
0.252
1.569
- 0.793
-0.937
0.000
0.026
0.000
-0.026
0.000
0.353
0.116
0.532
-0.799
0.000
0.009
0.000
- 0.009
0.000
0.351
- 0.008
- 0.034
-0.422
0.000
0.141
0.000
0.000
0.000
0.000
0.167
0.167
0.201
0.221
- 0.022
- 0.044
0.160
- 0.022
0.172
0.000
4.041
0.000
0.000
0.000
0.119
0.000
0.000
0.889
3.817
0.000
0.000
0.000
0.064
0.000
0.000
0.000
0.858
0.410
1.874
0.000
0.000
0.022
0.000
0.000
0.000
0.855
0.000
0.000
0.000
0.000
0.498
0.000
0.000
0.000
0.000
Maximum
shr. str.
ksi
0.742
0.742
1.644
1.808
0.000
0.000
0.711
0.000
0.000
-0.172
0.000
-4.041
0.000
0.000
0.000
0.000
-0.119
0.000
0.000
- 1.928
-3.298
0.000
0.000
0.000
- 0.064
0.000
0.000
0.000
0.000
-1.943
0.000
0.000
0.000
-0.022
0.000
0.000
-0.028
-0.083
-1.486
0.000
0.000
0.000
0.000
0.000
0.000
Minimum
shr. str.
ksi
0.000
0.000
0.000
0.000
-0.116
-0.232
0.000
-0.116
0.172
-0.172
4.041
-4.041
0.000
0.000
0.119
0.000
-0.119
0.889
3.817
-1.928
-3.298
0.000
0.064
0.000
- 0.064
0.000
0.858
0.410
1.874
- 1.943
0.000
0.022
0.000
-0.022
0.000
0.855
-0.028
-0.083
-1.486
0.000
0.498
0.000
0.000
0.000
0.000
Max. abs.
stress
ksi
0.742
0.742
1.644
1.808
-0.116
- 0.232
0.711
- 0.116
/94 /
7,13
9,10
9,15
10,16
10,15
11,12
12,18
12,13
13,19
13,14
15,21
15,16
15,22
16,22
17,18
18,26
18,19
19,27
19,20
21,23
21,22
22,24
22,23
23,29
23,24
24,30
25,26
26,27
27,28
*******, r***************************************** *** **** * *** *** * * *** ** * * * * * * * * **
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Maximum moment and bending stress values:
From, To Maximum Minimum Max. abs.
Node moment moment moment
kip -ft kip -ft kip -ft
1,6
2,7
3,9
4,10
5,6
6,7
6,12
7,8
7,13
9,10
9,15
10,16
10,15
11,12
12,18
12,13
13,19
13,14
15,21
15,16
15,22
16,22
0.160
0.000
0.000
0.000
0.000
0.000
0.130
0.000
0.130
0.000
0.020
0.006
0.003
0.020
0.000
0.077
0.000
0.077
0.000
0.000
0.000
0.000
0.000
0.098
0.000
0.098
0.000
0.000
0.000
0.111
0.111
0.167
0.183
0.060
0.181
0.183
0.121
0.183
0.069
0.098
0.095
0.008
0.063
0.172
0.188
0.172
0.126
0.018
0.005
0.003
0.018
0.000
- 0.092
- 0.059
- 0.059
- 0.010
- 0.023
0.000
- 0.046
0.000
-0.023
0.000
0.000
0.000
0.000
-0.017
0.000
- 0.035
0.000
- 0.017
- 0.039
- 0.001
- 0.043
-0.005
0.000
- 0.034
0.000
-0.009
- 0.018
- 0.009
0.160
- 0.092
-0.059
-0.059
-0.010
- 0.023
0.130
-0.046
0.130
- 0.023
0.020
0.006
0.003
0.020
- 0.017
0.077
-0.035
0.077
-0.017
- 0.039
-0.001
-0.043
-0.005
0.098
- 0.034
0.098
-0.009
- 0.018
-0.009
0.000 0.111
0.000 0.111
0.000 0.167
0.000 0.183
-0.121 -0.121
- 0.181 0.181
- 0.190 -0.190
- 0.060 0.121
-0.190 -0.190
- 0.069 0.069
- 0.031 0.098
-0.032 0.095
- 0.019 -0.019
- 0.126 -0.126
-0.131 0.172
- 0.188 0.188
- 0.131 0.172
-0.063 0.126
- 0.029 -0.029
-0.005 -0.005
- 0.005 -0.005
- 0.028 -0.028
0.711
0.000
0.000
0.000
0.000
0.000
0.578
0.000
0.578
0.000
0.165
0.066
0.030
0.161
0.000
0.342
0.000
0.342
0.000
0.000
0.000
0.000
0.000
0.802
0.000
0.802
0.000
0.000
0.000
Maximum
ben. str.
ksi
3.443
3.443
9.143
10.050
1.555
4.657
5.664
3.108
5.664
14.852
5.345
5.231
1.609
1.625
5.319
4.852
5.319
3.246
0.973
0.968
0.625
0.992
0.000
- 0.981
-0.486
-0.481
- 0.109
-0.121
0.000
-0.242
0.000
-0.121
0.000
0.000
0.000
0.000
-0.093
0.000
- 0.184
0.000
-0.093
-0.318
-0.012
- 0.355
- 0.058
0.000
- 0.363
0.000
-0.049
- 0.096
-0.049
Minimum
ben. str.
ksi
0.000
0.000
0.000
0.000
-3.108
-4.657
-5.883
-1.555
-5.883
- 14.705
-1.720
-1.767
-4.142
- 3.246
- 4.062
-4.852
- 4.062
- 1.625
-1.602
- 1.026
- 1.045
- 1.519
0.711
- 0.981
-0.486
-0.481
- 0.109
-0.121
0.578
- 0.242
0.578
-0.121
0.165
0.066
0.030
0.161
-0.093
0.342
-0.184
0.342
-0.093
-0.318
-0.012
-0.355
-0.058
0.802
-0.363
0.802
-0.049
-0.096
-0.049
Max. abs.
stress
ksi
3.443
3.443
9.143
10.050
-3.108
4.657
-5.883
3.108
-5.883
14.852
5.345
5.231
-4.142
-3.246
5.319
4.852
5.319
3.246
-1.602
- 1.026
- 1.045
- 1.519
/ IP /Ail
17,18 0.048 -0.096 -0.096 1.241 -2.475 -2.475
18,26 0.125 -0.067 0.125 3.870 -2.084 3.870
18,19 0.143 -0.143 0.143 3.689 -3.689 3.689
19,27 0.125 -0.067 0.125 3.870 -2.084 3.870
19,20 0.096 -0.048 0.096 2.475 -1.241 2.475
21,23 0.017 -0.048 -0.048 0.917 -2.628 -2.628
21,22 0.001 -0.001 0.001 0.217 -0.136 0.217
22,24 0.017 -0.055 -0.055 0.931 -3.036 -3.036
22,23 0.009 -0.003 0.009 1.901 -0.731 1.901
23,29 0.000 -0.082 -0.082 0.000 -4.475 -4.475
23,24 0.025 -0.026 -0.026 5.321 -5.625 -5.625
24,30 0.000 -0.082 -0.082 0.000 -4.475 -4.475
25,26 0.025 -0.050 -0.050 0.653 -1.299 -1.299
26,27 0.075 -0.075 0.075 1.923 -1.923 1.923
27,28 0.050 -0.025 0.050 1.299 -0.653 1.299
**************** * *** ** ** * **** ** * * ** * * ** ** ** * * ** erg► * * * ** ** * *** * * ** * * * * *** * * * *****
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
l
December 19, 2001
Mr. Paul Deems
1807 132nd Avenue North, #2
Bellevue, WA 98005
RE: Permit Application No. D01 -024
230 Andover Park East
Dear Permit Holder:
amity of Tukwila
Department of Community Development Steve Lancaster, Director
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 clays.
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 ono -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
Jannuary 19, 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 it) this matter.
Sincerely,
•
e 1
Stefanie Spencer
Permit Technician
Xc: Permit File No. D01 -024
Duane Griffin, Building Official
a
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #J00 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 -431 -3665
ACTIVITY NUMBER: D01 -024 DATE: 1 -30 -01
PROJECT NAME: CASH & CARRY
SITE ADDRESS: 230 ANDOVER PK E SUITE NO:
XX Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
DEPARTMENTS:
� 1
Bui di g Division
k
Public Works
v`IIR< INK
Complete Er
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
a
Ott,
Fire Prevention
, 1:6 (r' - C'I
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete
TUES /THURS ROUTING:
Please Route 71
Structural Review Required
APPROVALS OR CORRECTIONS: (ten days)
CORRECTION DETERMINATION:
Approved ri Approved with Conditions
REVIEWER'S INITIALS:
Comments:
n
Revision # After Permit Is Issued
Planning Division
Permit Coordinator
DUE DATE: 2 -1 -2001
Not Applicable LI
No further Review Required
REVIEWER'S INITIALS: DATE:
DUE DATE 3-1-2001
n
Approved n Approved with Conditions L Not Approved (attach comments)
REVIEWER'S INITIALS: DATE:
DUE DATE
Not Approved (attach comments)
DATE:
F6 25- (J52 -0(Mi (f97,
DEPARTMENT OF LABOR AND INDUSTRIES
REGISTERED AS PROVIDED BY LAW AS
CONST CONT GENERAL
.i,l . REGIST,, EXP. D .`
CC01 ORBICQ7�>�13203IQ9/22 /2Q0
EFFECTIVE DATE 09/23 /198?
, -
R B I CONSTRUCTION INC
1807 132ND NE
BELLEVUE WA 98005
NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
0
185'-0”
16'-9" 1V-10" 16-10" 16'-10" 16 16'-10" 16'-10" 16-10" 16'-1O 16-10 16'-9"
•
• • •••• • « • 01. +row. -
WW1
1 fl TT fl [I IT ET . n
2C-0" X178'-0" X 14'—O" IHIGH
FREEZER
(23 DOORS)
NEW 10"X10'
ROLL-UP DOM.
OP
111
0
2
Pd
5
I
•
F
Cash and Carry
#561 TUKWILA
36' LOW
Ralf SIEVING
20" DEE
(54 LOW)
185-0"
a
, ./.1.0.1% OMNI 1.1
36' LOW
141011LE SHELIANG
20 DEP
(54 L)
wiii.•■••••31*
IXTURE / MERCHANDISING PLAN
L erl TO
V. I •
(.7
t F vr.u. F A NEW PLAN Si.;1:;Mi; 1/4..
AND AMY INCLUDE ADDITIONAL PLAN REVIEW FEES.
TOY ftE°
CITY OF 11 •
RECEIVED
2053Z
4
..•
the Fiin Crk n 3", ar2,
":".i , 2py 1 ;_;"21
(.10r.r; C.if any
adtoJ cr.,..'.;; of
trac,tor' copy cf app:ovu'd
By/'
Dat
/ RP. aerAiati,..rAe,
4e itigr
, -
Permit No.
tt Pliteb
JA N 2 0 Z002
SALES AREA
STORAGE AREA
REVISIONS —
C%11 Of 10041
FEB
MAIO CENTER
07-12 -°'
com or er.ATIFIcA
/5 5ro46441
adier • /54 /496
,067-4/4_s S E:: 4,77c.
P twai-II7f2 itr
PROJECT DATA
DATA
GROSS BLDG 18,500 S.F.
17,807 S.F.
693 S.F.
GONDOLA 1,276 L.F.
GONDOLA TOTAL EXCLUDES
PALLET RACKING
FROZEN FOOD DOORS 23
REFRIG DAIRY/DELI 20'X52'X 1 4'
REFRIG PRODUCE 20'X28'X 1 4'
0
LU
1)01.432.q
1—
Cn
uJ
.cr.r
DATE JOB NO
12-1-99
SCALE DRAWN BY
1/Er = 1'
DRAWING NO.
MP
561FMP
1
„...- 0
•
• • •••• • « • 01. +row. -
WW1
1 fl TT fl [I IT ET . n
2C-0" X178'-0" X 14'—O" IHIGH
FREEZER
(23 DOORS)
NEW 10"X10'
ROLL-UP DOM.
OP
111
0
2
Pd
5
I
•
F
Cash and Carry
#561 TUKWILA
36' LOW
Ralf SIEVING
20" DEE
(54 LOW)
185-0"
a
, ./.1.0.1% OMNI 1.1
36' LOW
141011LE SHELIANG
20 DEP
(54 L)
wiii.•■••••31*
IXTURE / MERCHANDISING PLAN
L erl TO
V. I •
(.7
t F vr.u. F A NEW PLAN Si.;1:;Mi; 1/4..
AND AMY INCLUDE ADDITIONAL PLAN REVIEW FEES.
TOY ftE°
CITY OF 11 •
RECEIVED
2053Z
4
..•
the Fiin Crk n 3", ar2,
":".i , 2py 1 ;_;"21
(.10r.r; C.if any
adtoJ cr.,..'.;; of
trac,tor' copy cf app:ovu'd
By/'
Dat
/ RP. aerAiati,..rAe,
4e itigr
, -
Permit No.
tt Pliteb
JA N 2 0 Z002
SALES AREA
STORAGE AREA
REVISIONS —
C%11 Of 10041
FEB
MAIO CENTER
07-12 -°'
com or er.ATIFIcA
/5 5ro46441
adier • /54 /496
,067-4/4_s S E:: 4,77c.
P twai-II7f2 itr
PROJECT DATA
DATA
GROSS BLDG 18,500 S.F.
17,807 S.F.
693 S.F.
GONDOLA 1,276 L.F.
GONDOLA TOTAL EXCLUDES
PALLET RACKING
FROZEN FOOD DOORS 23
REFRIG DAIRY/DELI 20'X52'X 1 4'
REFRIG PRODUCE 20'X28'X 1 4'
0
LU
1)01.432.q
1—
Cn
uJ
.cr.r
DATE JOB NO
12-1-99
SCALE DRAWN BY
1/Er = 1'
DRAWING NO.
MP
561FMP
1
REVISION
REV.
DATE /DESC.
BY
Z.
.
.
,
I tAOR Ifs
0
09/0,
STAMP
. 1 : N/A
JOB NO.: 0101 -1 1792
DATE: 1/17/2001
DRAWN BY: N . M .
d
,
—
RI
Y
•
CONCRETE
SLAB
BASE PLATE
ANCHOR BOLTS 1/2" DI A. HILTI K NIK I I
,WEDGE ANCHOR BOLT
PER I CBO #4627
C1DANCHOR BOLT DETAIL
3 -1/2"
MIN. EMBED.
BRACKET
L I- I /2 "x3 "x
3/16" TYPICAL
TC7'P N✓' I E
(I) I /2" DIA.
HILTI KVAAIK II
ANCHOR BOLTS FOR DOUBLE ROHS
(4) I /2" DIA. HILTI KWIK II ANCHOR
BOLTS FOR SINGLE ROHS
BASE PLATE DETAIL
3/e THICK
)SIE ELEVATION
FRONT ELEVATION
-- FR. ,Aht.
(q S I DE ELEVATION
RONT ELEVATION
I - COLUMN
2 - LOAD BEAM
3 - BEAM CONNECTOR
4 - BASE PLATE
5 - HORIZONTAL BRACING
w 6 - DIAGONAL BRACING
R
I - 11 SPACER
Qo)SIE ELEVATION
0 FRONT ELEVATION
1 — I `\e' . r . G- +C "7" i=
DESIGNED PER REQUIREMENTS OF !GM UNIFORM
BUILDING CODE (UBC) AND CHAPTER 22 DIVISION X
SECTION 2222
SEISMIC ZONE 3
DESIGN LOAD:
RACKS: MAX. 600
lb. PER SHELF LEVEL
MAXIMUM TOLERANCE FOR THE I NSTALLT I ON OF
COLUMNS IS I INCH IN 10 FEET.
FABRICATION AND ERECTION OF THE RACKS SHALL
NOT COMMENCE BEFORE APPROVAL BY
APPROPRI ATE REGULATORY AGENCIES.
IN ONE OR MORE CONSPICUOUS LOCATIONS, A
PERMANENT PLAQUE (NOT LESS THAN 50 SQUARE
INCH), STATING IN CLEAR PRINT THE "MAX.
PERMISSIBLE TOTAL LOAD PER LEVEL" SHALL BE
INSTALLED.
DEVIATION FROM DETAILS OF THIS DRAWING MAY
I MPAIR THE SAFETY OF THE RACK INSTALLATION.
RACKS SHALL NOT OBSTRUCT EXIST ( 4 EX I T
ILLUMINATIONS), STAIRS, NOR ANY OTHER FIRE
ESCAPES.
•
•
•
•
•
•
I
S1
A
ADVANCED TECINCAL CONS Lnrci
P.O. BOX 1963
SAN RAMON, CALIFORNIA 94583
TEL: (510) -796 -4411
FAX: (510)- 796 --4412
I tAOR Ifs
. ' ' - ; c ""6" ': /-
qi
40.
fF' .# Q02$S71� -4
G C(`I V w -
4'8 ., 1Cam.' ��
09/0,
STAMP
. 1 : N/A
JOB NO.: 0101 -1 1792
DATE: 1/17/2001
DRAWN BY: N . M .
CHECKED BY: K . M.
SHEET / OF
S 1
—
•
CONCRETE
SLAB
BASE PLATE
ANCHOR BOLTS 1/2" DI A. HILTI K NIK I I
,WEDGE ANCHOR BOLT
PER I CBO #4627
C1DANCHOR BOLT DETAIL
3 -1/2"
MIN. EMBED.
BRACKET
L I- I /2 "x3 "x
3/16" TYPICAL
TC7'P N✓' I E
(I) I /2" DIA.
HILTI KVAAIK II
ANCHOR BOLTS FOR DOUBLE ROHS
(4) I /2" DIA. HILTI KWIK II ANCHOR
BOLTS FOR SINGLE ROHS
BASE PLATE DETAIL
3/e THICK
)SIE ELEVATION
FRONT ELEVATION
-- FR. ,Aht.
(q S I DE ELEVATION
RONT ELEVATION
I - COLUMN
2 - LOAD BEAM
3 - BEAM CONNECTOR
4 - BASE PLATE
5 - HORIZONTAL BRACING
w 6 - DIAGONAL BRACING
R
I - 11 SPACER
Qo)SIE ELEVATION
0 FRONT ELEVATION
1 — I `\e' . r . G- +C "7" i=
DESIGNED PER REQUIREMENTS OF !GM UNIFORM
BUILDING CODE (UBC) AND CHAPTER 22 DIVISION X
SECTION 2222
SEISMIC ZONE 3
DESIGN LOAD:
RACKS: MAX. 600
lb. PER SHELF LEVEL
MAXIMUM TOLERANCE FOR THE I NSTALLT I ON OF
COLUMNS IS I INCH IN 10 FEET.
FABRICATION AND ERECTION OF THE RACKS SHALL
NOT COMMENCE BEFORE APPROVAL BY
APPROPRI ATE REGULATORY AGENCIES.
IN ONE OR MORE CONSPICUOUS LOCATIONS, A
PERMANENT PLAQUE (NOT LESS THAN 50 SQUARE
INCH), STATING IN CLEAR PRINT THE "MAX.
PERMISSIBLE TOTAL LOAD PER LEVEL" SHALL BE
INSTALLED.
DEVIATION FROM DETAILS OF THIS DRAWING MAY
I MPAIR THE SAFETY OF THE RACK INSTALLATION.
RACKS SHALL NOT OBSTRUCT EXIST ( 4 EX I T
ILLUMINATIONS), STAIRS, NOR ANY OTHER FIRE
ESCAPES.
•
•
•
•
•
•