HomeMy WebLinkAboutPermit D99-0023 - VWR Scientific Products - Storage Racksd99-0023
355 treck drive
VWR Scientific
Products
City of Tukwila
Community Development I Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Parcel No:
Address:
Suite No:
Location:
Category:,
Type:
Zoning:
Const':.Type:
Gas /Elec.:
Units:
Setbacks:
Water:
Wetlands:
Contractor License
OCCUPANT VWR:;:SC.IENTIF•I:CH
OWNER,
,CONTACT
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
AWSE.
DEVPERM
TUC
RACKS
022340 -0042
355 TRECK DR
S.USAN.HILL
,/355 TRECK DR, TUKWILA` WA 98188
�Ir�lc�l**** �c�k�lc�t�k�c* 4- 1, ik'* �k�c4k:. i;*** �lr*' ** * *4'** ** **74**** *k *irk• *.k * *'k r* ** k * * * *k * *k
The granting of this p
cancel the pr vision o
or the perfor ance of
development p rmi�.
Signature:
001
North
N/A Sewer: ; , N` /
South:
355.. TRECK DR;' TUKWILA WA 98188-
PRIMESOURCE ' CORi''''
•
15'TWINBRIDGE =DR, PENNSAUKEN NJ 08110 .
Print Name: I( I L.cfiG2--
DEVELOPMENT PERMIT
This permit shall become null and void
180 days from the date of issuance, or
for a period of 180 days from the last
Fire
East:
Occupancy :.
UBC:
Protection:
.0 West:
Streams:
Permit No:
Status:
Issued:
Expires:
Permit Description :
NEW : WAREHOUSE :`RACKING.
******* * * *ik*lc * * * *' * *ikk*** ** k* *** * ** **** * * * * * ** * * * * * * ** do kit * * * * * * * * * *** ** *•k *•k * ** k ** ** k*
Construct1on Valuation: $ .00
PUBLIC WORKS PERMITS *(Water Meter Permits
Curb Cut / ccess/Side`walk /CSS: N `'
Fire N No Size(in) .00
Flood Control Zone N
Hauling: ' N Start
'Land .;; Altering: N
andscape N
Mo`'v ng ,Oversized Load: N Start Time
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private:
Storm, Drainage: N
Street Use N
Water, Extension: N Private :. N , Public: N
***** k• k****************k**************• k***********• k**• k***** k * * *•kk * * *•k•k•k * * * * * *•k•kk * * **
TOTAL DEVELOPMENT PERMIT FEES: $ 303.56
********************* k* k***** k * * * ** *•k * *•k * * ** * * * * * * * ****
Permit Center Authorized ,.:Signature:_Z
Listed Separate . Eng. Appr:
Eri:d Time:
Fill.
Pt
Date:
Pub:lic :
(206) 431 -3670
D99 -0023
ISSUED
03/30/1999
09/26/1999 •
WAREHOUSE
1997
SPRINKLERED /AFA
,0
Phone: 206- 575 -9494
Phone: (206)575 -1500
206- 575 -1508 '
N
Date: vLJ I I
I hereby certify that I have read and.exanmined his permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
oes not presume to give authority to violate or
ther state or local laws regulating construction
I am authorized to sign for and obtain this
q 1
if the work is not commenced within
if the work is suspended or abandoned
inspection.
It ^Status IS SUED?
pe DE1�PERM ppl
, ;, Aie d 01/25!199,9
# 02234 004 3 :Issued .: •03/ x.0/1999
'kk * kkk kk * 'k
k* *:'k *k ; **' k*. k* k kk* k*** kA k' k* kk. 'kkkk*.kk'kN
Conditions`
a cchanges will be `made' to ,the 'p`i ans. un 1 ess appr�i ved 'by ...
e
chite+ct or" E ngine e r and :t hA:T,u i1„ Bui 1di.rig Di sci &f an
11 p niit.s, lnsc tigi - rw,ec�ro7i. ds _nd v • oe:d p1an� shall : be
r pe S S . +nxt s,
vai T ;at tt:he u . A p► iur to . :t h'e"x-s t a y tt any con
:truction. T hese doc►e
unn s:i ' e, be m a:inta i a
. vai l
ble Tun t r
l a i i ns e+ct or pp"r a a1' 1 , n
;11 oun on t he 0tV,-; i > *dontp:r, man r , _ vecl
l ans 'and e + n e.r► er t?s .of .the Un l for:rir flu „i "l d i ' 4 odez 97 .
iitipn) as a iperide ," Un1toriii Mechatii'c4;Cocer ((199 E t;,isiurt),
rid Was 1gt ri 'tat a EPnergy ode (19.'7 Edit1'o 'r
a1 'i.d ,y, Pe"rnnt ,.The ,t'4i1an.c46,:',..f:'.':".1 a r mitt or1-;app,rro l� f
Tans - f pe:
scif iaati.ons� .-and1computal tons shall 41 of f e'''ton-
tru rf o a; pet ; mit rt fi (* ,c?1r anfapproval of a vio a t i on
t a of 1h ;p O ovls lQps of, ; f he #building code or of.arr a
orlt'iharice of the.,�uris 1c.tion; No.t permit •pr•esuming'rt
pp 1 eta P t .v.i a ; ian 6 . 4,4 7 .' 7 0i e' rovisiori..' of - tl li
• ;•i ��ryY a tY' � d lP, �'” . � :a(:` +� °.y .�f . Eya`.b��' �
:i l 1: b e a'l : ii , ,..
:
Project Name/Tenant: V1-01. 6C l E c / c 42061(076
Value of Constr 000
Site Address: / City Stat / ip:
/ /��K Z.. /Z ur-f) iu--, ILA cig i'8'
Tax Parcel Number.
()2 t� 10 - ooyz
Property Owner:
p./2/AA ���
Phone:
q
2o& — 5 /5
` ity Stet y
Street Address:
x #:
j 77 Q6rK e E / I 4
Contractor: /M ats 0 6/v,37 __
Phon e —6 cc,L
Street Address: City
3 2Z. Li E /2 1 J E t ) 7 7 Z lc A State/Zip:.
Fax #:
20(,, --- 3(v 2 --
0 //
Architect: ,
• A&/CE 1061 ; AS LS0C —
Phone:
2 0 (0 3Z5 - 2563
Street Address: / ^ � / 3C f3 �, It X St
/- � Y
Fax #:
,
Engineer:
Phone:
Street Address: City State /Zip:
Fax #:
Contact Person: 5 1,16044 1 4 i Ulm
Phone: 67/ - 608
Street Address: M, alit City State /Zip:
Fax #:
Description of work to be done:
k/ E c 0/9 E 14 -E 49-C/< /A/&-
Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ErWarehouse ❑Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
,--��
Proposed use: ❑ Retail El Restaurant El Multi-family L.J Warehouse Hospital
❑ Church ❑ Manufacturing El MotelHotel El Office
El School /College /University ❑ Other
Will there be a change of use? El yes 71
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage? aces El no
Existing fire protection features: Ersprinklers automatic fire alarm ❑ none El other (specify)
Building Square Feet: 3b, 0 existing
Area of Construction: (sq. ft.) 200
, C
Will there be storage of flammable /combustible hazardous material in the building? El yes L'_! no
Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets
CITY OF TU"/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)
El Channelization /Striping El Curb cutMccess /Sidewalk
❑ Fire Loop /Hydrant (main to vault) #: Size(s):
El Land Altering 0 Cut cubic yds. 0 Fill cubic yds.
El Sanitary Side Sewer #: ❑ Sewer Main Extension
El Storm Drainage El Street Use ❑ Water Main Extension
El Water Meter /Exempt it: Size(s): 0 Deduct
El Water Meter /Permanent # Size(s):
El Water Meter Temp # Size(s): Est. quantity:
El Miscellaneous
Date application accepted:
CTPLRMIT.DOC 1/29/97
Date application expires:
❑ Flood Control Zone
El Hauling
❑ Landscape Irrigation
0 Private 0 Public
0 Private 0 Public
0 Water Only
gal Schedule:
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and
is subject to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by
limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by
the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
Application taken by: (initials)
TL
PLEASE SIGN BACK OF APPLICATION FORM
+
BUILDING OWNER OR AUTHORIZED AGENT:
Signature:,,/( e .,‘ C/I,/, . '
Date: 4 2/ 2 8 ,./ 9g .
Print name: j/ (�)0 A/
/ l LC-
Pho
, 6r- ,!)'7,S /_`:�(�,s,
Fax fi: ,
6--)
/ic
/
City/State/Zip / -,
3�
Address -) . --
ALL COMMERCIAUMULTI -F ILY TENANT IMPROVEMENT/A RATION PERMIT APPLICATIONS
MUM' BE SUBMITTED WITH THE FOL WING:
➢ 4 ,7,At L.I 'I{�VI 'N�; ' CUBE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT,
STIRU TUhAL ENGINEER OR CIVIL ENGINEER
D 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).
Cl ❑ Floor plan: show location of tenant space with proposed use of each room labeled
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site
❑ 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.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
Department of Public Health prior to submitting for building permit application. The Department of
Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5)
❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no
contractor has been selected at time of application a copy of this license will be required before the
permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed
by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and
obtain the permit will be required as part of this submittal
I HEREBY CERTIFY THAT 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 AUTHORIZED TO APPLY FOR THIS PERMIT.
CTPI:RMIT.DOC 1 /29/97
STOWE RACKS : STEEL SHELV*40
* • CRIVE-IN RACKS - MOVABLE sHEL■nne
CANTILEVER RACKS STORAGE TANKS
CONVEYORS GOM)OLAS
CAROUSELS BOOKSTACKS
SEISMIC ANALYSIS
OF STORAGE RACKS FOR
TUKWILLA, WA.
#98-1604
CITY APPROVALS
STATE APPROVALS
PERMITTING SERVICES
PROOUCT TESTING ,
RELD INSPECTION
SPECIAL FABRICATION
I ExPws 14- /9. -Min I
'ALASKA PEVAIX
oiszetC‘ , NEW wan
. •
COLORADO PE/B4SYLVANIA
'• IDAHO UTAH
MISSOURI WASHINGTON
RECEIVED
CITY OF TUKWILA
JAN 2 5 1999
PERMIT CENTER
•
161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981
MATERIAL HANDLING HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
SHEET NO
CALCULATED
VWR SCIENTIFIC
DISTc J UTION PLANNING
2 21
OF
BY
BOBS D ATE 12-16-1998
SCOPE:
DESCRIPTION
COVER SHEET
TABLE OF CONTENTS
SCOPE
PARAMETERS
CONFIGURATIONS
COMPONENTS & SPECS.
LOADS AND DISTRIBUTION
LONGITUDINAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
OVERTURNING
BASE PLATE
SLAB & SOIL
,d.ar
) „., .•..
"
I%
$
TABLE OF CONTENTS
• ' •
PAGE #
1
2
2
3
4 - 6
7-11
12
13
14- 15
16
17
18
19
20
21
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.
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT VWR SCIENTIFIC
FOR D r QRIBUTION PLANNING
SHEET NO. 3 OF 21
CALCULATED BY BOB S . DATE 12- 16-1998
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
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT VWR SCIENTIFIC . .
FOR DISTUUTION PLANNING .
SHEET NO. 4 OF 21
BOB S. DATE 12-16-1998
CALCULATED BY
CONFIGURATIONS
/
6"
"
3
3,200 lb.
2
3,200 lb.
1
4
7
C
2
SGL ROW 96" BMS
3,200 lb.
- 96"
SGL ROW 136" BM
6"
63"
6
6"
3
4,050 lb.
2
4,050 lb.
1
24"
r"
74"
5"
5E
4,050 lb.
44" 4
�1� -
136" ' 44" -�F
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
SHEET NO
VWR SCIENTIFIC
DID UBUTION PLANNING
OF 21
CALCULATED BY BOB S. DATE 12 -16 -1 998
CONFIGURATIONS
2
SGL ROW TUNNEL
B/B ROW 96" BM
6"
6
3
6
f
3
3,200 lb.
2
3,200 lb.
1
N
3,200 lb.
96" 44"-H
FOR DIST( . ;1UTION PLANNING.
SHEET NO, 6 OF 21
MATERIAL HANDUNG ENGINEERING BOB S. DATE 1 2-16-1998
TEL: (909)869-0989 • FAX: (909)869-0981 • CALCULATED BY
161 ATLANTIC STREET • POMONA • CA 91768
1 4,905 lb. 25,851 in.lb. 22,899 in.lb. �req'd H.D. conn.
2 3,270 lb. 15,946 in.lb. 14,757 in.lb. <-std.conn.
3 1,635 lb. 9,568 in.lb. 6,784 in.lb. <-std.conn.
SGL ROW 96" BMS DESIGN LOAD = 3200#
BASE PLATE
COLUMN
BEAM
8 X 8 X.375
Mbase = 11295 in.lb.
COLUMN
3X3X13GA(LU75)
STRESS =0.88
V
4-1/32x2-3/4x14GA/485H
MAX LOAD /LEVEL = 4,195 lb.
BEAM IS O.K.
TO 1V
BACKER
3X3X13GA/1- 5/8X13GA
STRESS =0.74
OVERTURNING
BRACING
SLAB & SOIL
-/
ANCHOR STRESS = 0.80
# OF ANCHORS = 2
HORIZONTAL V
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.20
DIAGONAL . J
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.60
PUNCT. STRESS = 0.64
BENDING STRESS =0.71
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT VWR SCIENTIFIC
FOR DIS . IBUTION PLANNING
SHEET N0. 7 OF 21
CALCULATED BY BOB S. DATE 12- 16-1998
SGL ROW 96" BMS
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2
- FLOOR SLAB 6" X 2500 PSI. REINFORCED 2
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = SINGLE ROW UNITS.
SECTION
AXIAL FORCE
NOTE: H.D. CONN. REQUIRED AT FIRST LEVEL.
6 "
f
63"
63"
3
3,200 lb.
2
3,200 lb.
1
3,200 Ib. S ` 6
24"
375#
74"
187 # "
S
-I' 96"
Iu= 96"
MOMENT BEAM MOMENT
44"4
477#
238#
-co
1 6,180 lb. 29,656 in.Ib.
2 4,120 lb. 20,091 in.lb. 26,874 in.lb. <-req'd H.D. conn. 3 2,060 lb. 12,055 in.lb. 18,073 in.lb. <-std.conn.
in.Ib. <-std.conn.
SGL ROW 136" BM DESIGN LOAD = 4050#
BASE PLATE
COLUMN
BEAM
8 X8 X.375
Mbase = 17145 in.lb.
COLUMN
3X3X13GA(LU75)
STRESS =1.14
V
6- 17/32x2- 3/4x14GA/690H
MAX LOAD /LEVEL = 6,436 lb.
BEAM IS O.K.
TO 1-4
BACKER
3X3X13GA/1- 5/8X13GA
STRESS =0.89
_ OVERTURNING
BRACING
SLAB & SOIL
-,/
ANCHOR STRESS = 0.50
# OF ANCHORS = 4
HORIZONTAL V
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.26
DIAGONAL ,J
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.75
V
PUNCT. STRESS = 0.81
BENDING STRESS =0.99
SE1ZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
VWR SCIENTIFIC
DISTF�: UTION PLANNING
SHEET NO. 8 OF 21
CALCULATED BY BOB S. DATE 12-16 -1998
SGL ROW 136" BM
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2
- FLOOR SLAB 6" X 2500 PSI. REINFORCED 21
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = SINGLE ROW UNITS.
SECTION
AXIAL FORCE
/
6"
3
4,050 lb.
2
4,050 lb.
1
24"
472#
�= 74"
236#
-o
Sz"
(
4,050 lb. 709# 9_.i
601#
—
300#
-0
136 " --)f
I = 136"
MOMENT BEAM MOMENT
44" 4
2 3,270 lb. 12,839 in.lb. 12,271 in.lb. <-std.conn.
3 1,635 lb. 7,703 in.lb. 5,852 in.lb. <-std.conn.
SGL ROW TUNNEL DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
8 X 8 X .375
Mbase = 8895 in.lb.
�/
COLUMN
3X3X13GA(LU75)
STRESS =0.74
V
4 -1 /32x2-3/4x1 4GA/485H
MAX LOAD /LEVEL = 4,195 lb.
BEAM IS O.K.
TO 1 V
BACKER
3X3X13GA/1- 5 /8X13GA
STRESS =0.44
OVERTURNING
BRACING
SLAB & SOIL
A/
ANCHOR STRESS = 0.79
# OF ANCHORS = 2
HORIZONTAL . /
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.14
DIAGONAL V
1 1 /2 X 1 -1 /2 X 14 GA
STRESS = 0.40
V
PUNCT. STRESS = 0.46
BENDING STRESS =0.43
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT VW.R SCIENTIFIC
FOR DLIRIBUTION PLANNING
SHEET NO 9 OF 21
CALCULATED BY BOB S DATE 12 -1 6-1998
SGL ROW TUNNEL
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2
- FLOOR SLAB 6" X 2500 PSI. REINFORCED 2
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = SINGLE ROW UNITS.
SECTION
AXIAL FORCE
6"
68"
68"
6"
3
3,200 lb.
2
3,2001b. ' 453 ___ T
24"
I` 96" -
l u= 96"
MOMENT BEAM MOMENT
44" 4
5 _i
380#
4#
1 4,905 lb. 9,485 in.lb. 10,815 in.lb. <-std.conn.
2 3,270 lb. 8,144 in.lb. 8,515 in.lb. <-std.conn.
3 1,635 lb. 4,886 in.lb. 4,443 in.lb. <-std.conn.
B/B ROW 96" BM DESIGN LOAD = 3200#
BASE PLATE
COLUMN
BEAM
7.75 X 5 X .375
Mbase = 9485 in.lb.
COLUMN
3X3X13GA(LU75)
STRESS =0.71
V
4 -1 /32x2- 3/4x14GA/485H
MAX LOAD /LEVEL = 4,195 lb.
BEAM IS O.K.
OVERTURNING
BRACING
SLAB & SOIL
-,/
ANCHOR STRESS = 0.10
# OF ANCHORS = 2
HORIZONTAL if
1 1 /2 X 1-1/2 X 14 GA
STRESS = 0.10
DIAGONAL
1 1 /2 X 1-1/2 X 14 GA
STRESS = 0.31
V
PUNCT. STRESS = 0.53
BENDING STRESS =0.49
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VWR SCIENTIFIC
PROJECT
FOR DISTRk JTION PLANNING
SHEET NO. 10 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
B/B ROW 96" BM
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2
- FLOOR SLAB 6" X 2500 PSI. REINFORCED 2
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3.
- TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
6"
66"
6 "
3
3,200 lb.
2
3,200 lb.
1
95#
3,2001b. 2 �♦
24"
F 96" - 4
Iu= 96"
MOMENT BEAM MOMENT
44.4
33 -5i
243#
121#
-a
2 3,270 lb. 6,623 in.Ib. 7,299 in.lb. <- std.conn.
3 1,635 lb. 3,974 in.Ib. 3,987 in.Ib. <-std.conn.
B/B ROW TUNNEL DESIGN LOAD = VARIES
BASE PLATE
COLUMN
BEAM
V
7.75 X 5 X .375
Mbase = 6455 in.lb.
-,,/
COLUMN
3X3X13GA(LU75)
STRESS =0.47
V
4- 3/4x2- 3/4x14GA/496H
MAX LOAD /LEVEL = 4,899 lb.
BEAM IS O.K.
OVERTURNING
BRACING
SLAB & SOIL
V
ANCHOR STRESS = 0.07
# OF ANCHORS = 2
HORIZONTAL .J
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.07
DIAGONAL .J
1 1/2 X 1-1/2 X 14 GA
STRESS = 0.21
V
PUNCT. STRESS = 0.38
BENDING STRESS =0.28
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PROJECT VWR SCIENTIFIC
FOR DID ;IBUTION PLANNING
SHEET NO. 11 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
B/B ROW TUNNEL
SPECIFICATION
- MAIN STEEL 55000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2
- FLOOR SLAB 6" X 2500 PSI. REINFORCED 2
- SOIL BEARING PRESSURE 1000 PSF
- SEISMIC ZONE 3. •
- TYPE = INTERCONNECTED UNITS.
SECTION
AXIAL FORCE
6"
6
6 "
3
3,200 lb.
■
3,200 Ib. 297#
PSI 24"
P # :8#
s^ 2#
114"
Iu = 114"
MOMENT BEAM MOMENT
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
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PROJECT
FOR
SHEET NO.
VWR SCIENTIFIC
DISTRj 1TION PLANNING
1
OF 21
CALCULATED BY BOB S. DATE 12- 16-1998
LOADS & DISTRIBUTION :SGL ROW 96" BMS 1
LIVE LOAD PER SHELF - WI - 3,200 lb
(BASED ON CUENT SUPPLIED DATA)
DEAD LOAD PER SHELF = Wdl = 70 lb
TOTAL LOAD PER FRAME = 9,810 lb
SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC
WHERE
V= ((2.5 x Ca x I) / R) x Wtotal
Wtotal = (WII + WdI) x n
n = # of shelves
Seismic Zone = 3
Ca = 0.36
R(long) = 5.6
R(trans) = 4.4
LONGITUDIAL DIRECTION
Vlong = (2.5 x 0.36 x 1)/(5.6) x W) / 1.4
= 1126 lb w/ working stress reduction
Fi = VWhi / MWh
TRANSVERSE DIRECTION
Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4
1433 lb
Fi = VWhi / EWh
TOTAL FRAME LOAD = 9,810 lb.
1= 1
Soil Coef. = Sd
6
"
3
3,200 lb.
Z
3,200 lb.
1
21
w/ working stress reduction
1
96"
1u = 96"
3,200 lb. — 5 6 2
C
24"
74"
5 "
'c- 44" i
716#
477#
438#
375#
1 87#
SEIZMIC
INC.
VWR SCIENTIFIC
Did YIBUTION PLANNING
13 OF 21
BY BOBS. DAT 12- 16-1998
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
SHEET NO.
CALCULATED
LONGITUDINAL ANALYSIS :SGL ROW 96" BMS
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 = 1,126 1b.
F1
F2=
F3=
Vcol =
94 Ib.
188 lb.
281 lb.
563 lb.
BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT.
Mbase = 11295 in.lb.
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
1 4905
2 3270
3 1635
MOMENT
25850
15946
9567
Mconn
22898
14757
Mce -L
J L
M fever 1
e ALAS
Mconn "R•
4'*
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COLUMN ANALYSIS :SGL ROW 96" BMS
COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL.
Pmax = 4,905 lb. Mmax = 25,851 in.Ib.
Kxlx /rx = 1.2 * 66 / 1.282 = 61.8 <- GOVERNS
Kyly /ry = .8 * 52 / 1.472 = 28.3
Cc = (21T^2E/Fy) ^.5
=102.0
SINCE KI /r <= Cc,
Fa = .522Fy - [(kI /r*Fy) /1494]A2
= 23,538 psi.
fa = Pmax /Area
= 3,663 psi.
fb = Mmax /Sx
= 17,621 psi.
fa /Fa = 0.16 >.15
F'e = 12Tr ^2E /23(Kx1x /rx) ^2
F'e = 39,127 psi.
Fb = .6 *Fy = 33,000 psi.
Cm *fb /Fb[1- fa /F'e] = 0.59
COMBINED STRESS = 0.74
VWR SCIENTIFIC
FOR DISTRL)TION PLANNING
SHEET NO, 14 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
PROJECT
SECTION PROPERTIES
A =3" B =3"
C =.75" D= 1.625"
E =.75" Wt. =0#
t1 = .0897" t2 = .0897"
Area = 1.339 "A2
Ix = 2.2 "A4 ly = 2.902 "A4
Sx = 1.467 "A3 Sy = 1.215 "A3
rx = 1.282" ry = 1.472"
68"
66"
Front View
,Side View
52"
52"
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PROJECT VWR SCIENTIFIC
FOR DID ?ZIBUTION PLANNING
SHEET NO 15 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
COLUMN ANALYSIS :SGL ROW 96" BMS
COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL.
Pmax = 3,270 lb. Mmax = 15,946 in.Ib.
Kxlx /rx = 1.2 * 68 / 1229 = 66.4 < GOVERNS
Kyly/ry = .8 *74 / 1.08 = 54.8
Cc = (2n^2F./Fy)^.5
=102.0
SINCE KI /r <= Cc,
Fa = .522Fy - [(kl /r*Fy)/1494]A2
= 22,736 psi.
fa = Pmax /Area
= 4,166 psi.
fb = Mmax /Sx
= 20,084 psi.
fa /Fa =0.18 >.15
F'e = 12n ^2E /23(Kx1x /rx) ^2
F`e = 33,875 psi.
Fb = .6 *Fy = 33,000 psi.
Cm *fb /Fb[1- fa /F'e] = 0.69
COMBINED STRESS = 0.88
= =IX= __
-I I-
Front View
Side Vie%
1-
68"
66"
l
B
SECTION PROPERTIES
A=3" B =3"
C =.75" D =0"
E =0" Wt.= 2.664#
t1 = .09" t2 = 0"
Area = .785 "A2
lx = 1.192 "A4 I y =.917"A4
Sx = .794 "A3 Sy = .584 "A3
rx = 1.229" ry = 1.08"
52"
52"
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 • FAX: (909)869 -0981
161 ATLAN11C STREET • POMONA • CA 91768
PROJECT VWR SCIENTIFIC
. FOR DISTRLJTION PLANNING
SHEET NO, 16 OF 21
CALCULATED BY BOB S. DATE 12 -1 6-1998
BEAM ANALYSIS :SGL ROW 96" BMS
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.
act = 96.0 in.
I max = [1950 + 1200(M1 /M2)]b /Fy
SINCE M1 /M2 = 1.0
!max = 3150 *b /Fy = 158 in.
SINCE Imax > tact Fb = .60Fy = 33,000 psi.
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4.035"
1) BENDING CAPACITY
M = Sx* Fb = wIA2 /8
= 28314in.Ib.
CAPACITY = 2(8 *M /I) = 41941b. Sx = 0.858 in.A3
2) MAXIMUM ALLOWABLE DEFLECTION (U180). Ix = 1.842 in.A4
A = 5wIA4/384E1
CAPACITY = 2[(384EI)/(5 *180 *1A2)] = 5031 lb.
MAXIMUM STATIC LOAD PER LEVEL IS 4,195 lb.
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL.
Mstatic = wIA2 /8 = LIVE.LOAD *L/(2 *8) Mallow(static) = Sx * Fb
Mimpact = 1.125 *Mstatic Mallow(seismic) = 1.33 * Sx * Fb
Mseismic = Mconn (SEE LONG. ANALYSIS)
LEVEL Mstatic Mimpact Mallow Mseismic Mallow
1.125 Mstatic (static) (seismic)
1 19200 21600 28314 22898 37751
2 19200 21600 28314 14757 37751
3 19200 21600 28314 6783 37751
RESULT
GOOD
GOOD
GOOD
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BEAM TO COLUMN CONNECTION
Mconn ( Mlower + Mupper )/2 + Mend
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 7/16" DIA. STUD
Area = .4375A2n/4 = .150 "A2
Fy = 50,000 psi
Pmax = 3,000#
b) BEARING ON COLUMN
Abrg. = t ' D t = .0747 min.
= .5 ' t Fu= 65,000 psi min.
Pmax brg. = Area ' Fbearing
=.5t* 2.22 *Fu
= 5,389# > 3,000#
c) MOMENT CAPACITY OF BRACKET
S bracket = .110 "
Mcap = S ' Fbending
=.110 ' .66 ' Fy
C = Mcap/.75 = 1.11 P1
P1 =1.20 Mcap
= .0872 Fy = 4,360# > 3,000#
SINCE PLUG GOVERNS P1= 3,000#
Mconn. cap. = P1 * 4.5 + P2 ' .5
= 4.555 ' 3,000# '1.33
= 18,220 "#
PROJECT VWR SCIENTIFIC
FOR DIURIBUTION PLANNING
SHEET NO 17 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
Mupper
Mconn. , ` Mconn.
Sbracket = .110 " ^3
REAM TO COLUMN
CONNECTION
C
Mlower
C =P1 +P2
= P1 + (.514.5)P1
=1.11 P1
1/2"
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET • POMONA • CA 91768
PROJECT
FOR
SHEET NO,
CALCULATE
VWR SCIENTIFIC
DISTk aUTION PLANNING
17b OF 21
D BY BOB S. DATE 12-16 -1998
BEAM TO COLUMN CONNECTION
Mconn= ( Mlower + Mupper )/2 + Mend
CAPACITY OF CONNECTOR
a) SHEAR CAPACITY OF 7/16" DIA. STUD
Area = .4375 ^2rt /4 = .150 " ^2
Fy = 50,000 psi
Pmax = 3,000 #"
b) BEARING ON COLUMN
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 "^3
Mcap = S * Fbending
= .110 ' .66' Fy
C = Mcap/.5 = 2.0 P1
P1= 1.0 Mcap
= .0726 Fy = 3,630# > 3,000#
SINCE PLUG GOVERNS P1= 3,000#
Mconn. cap.= P1 ' 6 + P2 ' 4 + P3 * 2
= 9.33 ' 3,000# *1 .33
= 37,333 "#
Mupper
Mconn. c.41 Mconn.
MIER
Mlower
BEAM TO COLUMN
CONNECTION
C
C
C
r
Sbracket = .110 " ^3
P1
P2
P3
1/2"
C 1 /2"
C= P1 +P2 +P3
= P1 + (2/3)P1 +
(1/3)P1
=2P1
1"
6"
MATERIAL HANDLING ENGINEERING
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•• ••••••• .• ..„
CALCULATED BY
PROJECT
FOR DIS,--11BUTION`PLANNING
SHEET NO 18 • 21
DATE 12-16-1998
TRANSVERSE ANALYSIS : BRACING :SGL ROW 96" BMS 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.
DIAGONAL BRACING : COMPRESSION MEMBER
L diag. = [(L-6)A2+(D-2*Bcol)A2jA.5
59.6
Vdiag =Vtrans * Ldiag. / D
=1942#
kI/rmin 1 * 59.6 1 / .488
= 122.2
Fa =[12nA2E]/[23(kl/r)A2]
= 9989 psi.
fa/Fa =Vdiag/(Area*Fa)
= 0.60
•
DIAGONAL AND
HORIZONTAL BRACING
1 Area= .325 "A2
rmin= .488 "
t= .0747 "
i H= 1.5 "
MATERIAL HANDLING ENGINEERING
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161; ATLANTIC STREET • POMONA • CA 91768
PROJECT VWR SCIENTIFIC
FOR
SHEET NO DISTR '"`° PLANNING
19 OF
21 '
.
BOB S. DATE 12-16 -1998
CALCULATED BY
OVERTURNING :SGL ROW 96" BMS
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building
Cody
FULLY LOADED
TOP SHELF LOADED
TOTAL SHEAR 1432 lb.
Mot = Vtrans * ht * 1.15
= 1432 * 158 * 1.15
261371 in.Ib.
Mst = E(Wp +.85wDL) * d/2
_ ( 9600 +.85 * 210) * 44/2
= 215127 in.lb.
Puplift = 1 (Mot - Mst) /d
= 1051 Ib. < CRITICAL
SHEAR = 477 lb.
Mot = Vtop * h * 1.15
477 * 204 * 1.15
= 112016 in.Ib.
Mst = (Wp +wDL) * d/2
= ( 3200 +,85 * 210) * 44/2
= 74327 in.lb.
Puplift = 1(Mot - Mst) /d
= 856 lb.
USE 2 ea. 1/2 x 3-1/2 MIN. EMBED. ANCHOR.
CAPACITY OF 1/2 x 3-1/2 = 875 lb. PULLOUT & 1840 lb. SHEAR
COMBINED STRESS1 = 1 051 / 1750 + 716 / 3680 = 0.80
COMBINED STRESS2 = 856 / 1750 + 238 / 3680 = 0.55
44" -'f
716#
477#
238#
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
• PROJECT VWR SCIENTIFIC
DICIAIBUTION PLANNING
SHEET NO. 20 OF 21
CALCULATED BY BOB S. DATE 12-16-1998
BASE PLATE :SGL ROW 96" BMS
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 = 4905 lb. B = 8 in.
Mb = 11295 in.lb.
P/A = Pcol/(D*B) = 76.64 psi.
WS = Mb/((D*BA2)/6) = 132.3 psi.
fb2 = 2b/B*fb = 82.72 psi.
fb1 fb-fb2 = 49.63 psi.
Mbase = wb1A2/2 = b1 A2/2[ fa + fb1 + .67fb2]
Mbase = 567.0 in.113.
Sbase = 1*tA2/6 = 0.0234 ;103
Fbase = .75Fy * 1.33 = 36000 psi.
fb/Fb = Mbase/(Sbase*Fbase) = .67
ANCHOR TENSION
EMo= 0
T*d2=[Mbase- Pcol*13/2]
T = Mbase/d2 - Pcorb/2d2
T = 875 lb.
D = 8 in.
b = 3 in.
•
t = .375 in.
b1 = 2.5 in.
MATERIAL HANDLING ENGINEERING
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PROJECT VWR SCIENTIFIC
FOR DISTRF)TION PLANNING
SHEET NO. 21` 21 -�
CALCULATED BY BOB S. DATE 12-16-1998
OF
SLAB AND SOIL :SGL ROW 96" BMS
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
(a) PUNCTURE
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 * Pcol + 1.7 * (Mot/d)
= 16,965 lb.
Fpunct = 2 *sgrt(f'c) = 100.0 psi.
Apunct = [(w +t/2) +(d +t/2)] *2 *t = 264.0 in.A2
fv /Fv = Pmax /(Apunct *Fpunct) = 0.64
(b) SLAB TENSION
Asoil = Pmax /(1.33 * fsoil) =
L = sqrt(Asoil) =
B = sqrt(w*d) + t =
b = (L -B)/2 =
Mconc = wbA2/2 = (1.33 *fsoil
Sconc = 1 *t^2 /6 =
Fconc = 50 *sqrt(fec) =
fb /Fb = Mconc /(Sconc *Fconc) =
12.72 ft.A2
1,832 in.A2
42.8 in.
14.0 in.
14.4 in.
*b ^2)/(144 *2)
960.3 in.lb. '
6.00 in.A3
225.00 psi.
0.71
BASE PLATE
w = 8 in.
d = 8 in.
CONCRETE
t = 6 in.
f'c = 2500 psi.
SOIL
fs = 1000 psf.
. , .
•
•
. ,
Ii . -,f ,; :' 7 UK14i L 14,:'.:',. $.4 I P C.04 S M I I
• ... . ,. . •
.„. , lei .,7%.*:,.,.*4;48';I'lf.;:i**1(c);4;;;::.1' .12:341'
• • tri ti i.16 6
plvilieslt , .1 REyL4,,TULLip
,,........................„.........,...............:.,:.........,..1....;«....:.',.......a.................■■•••••■•,......"....“*".•••••■••••,•••••••••••••
''' ''. .k *
P''' .' 1"It' • 'MN :;.1:7'.:.‘oi;')917,3-4°0°-90;;A-2.Tv71416E91:1:":11. 111::' 15EYL°P°.,II.:MT :::14.::
Parce • ' ,,.. . - .
r...beu"`4,'.4:.-,3-14i. E:C1( OR " . 1 .ti:. Fee:
s :303„56
s•ite:.:011dr. 62:"j tR
. Total Q (.11, 4 1.; 1 i':.i ri • : :• ' * °.??,*
.. . ' I5 •■!.75: '` .. . R iil alice—, ,k4,4:1‘.4,4•**,',11/4,\** '. • -
„...,,i.„ .... , ,, , ,., 4 ;4:**,,,,:44,, ) . , „ .A,k.:4.1,4 *** .,,,...,,A.,.k*, . .' , . f:
l'i : " .. i , iytrierit - ..,.. ,
71:' Code. .. '.. I3ilit.1611:16 -.' N ONRE$ ,
000/32i:4.00 B
: : .
,.. i„‘;1,4,44**A1`"".' r,ipion;',.. .. . '
....
000/3,06.9 . .,'' t3Ti4ft.,DUILIVING 3UltC11AR?!...........................;_....___
.„......... .. - .. ----;...-.....--- ., -
1974 03/31 9717 TOTAL 185.75
• • 1."
" .•
1 •
777777711
** A,* A
- •••• •
1 ( 4 '
• :
V41 R.:-; ',S& I E ft
• •
E V . . R i4 D E E,LOP
- .
• •
h P1vrnert 117 81 Tutd ALL Pmt: 117 81
•, -
• (4'.d pti pry AinoiAtit
. .
tiONf.tES:
PW DCD 117.81
CHECK 117.81
9661 01/25 9710 TOTAL 117.81
01/25/99 10
1647 0097 9661
CITY OF TUKWILA
Pro ect:
w � . SGIE/JT'1rc. PROD
Typ � Insp ection:
F/,c0 ,4 c..
555 = T2
Dg v
Date / . & 99
Special instructions:
Ac.-/" -/6
Date wan
/2/ /7 C t
a.m.
p.m:
Requester:
, 44/4
Phone:
04, 374
Approved per applicable co
INSPECTION RECORD
Retain a copy with permit
;INSPECTION NO.
. CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
COMMENTS:
des. Corrections_r prior to approval.
Date:. f�
El $47,00 REINSPECTION EE QUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
PERMIT NO.
(206)431 =3670
SPE RECOR
Retain a copy<with permit
INSPECTION NO:
ITY OF.TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
Proje
Ad ress:
Type of jr� pe i
Date called:
Date wanted:
a.m.
p.m.
Special instructions:
Requester:
Phone:
(206)431 -3670
COMMENTS:
Age
Approved per applicable codes:
Corrections required prior to approval.
El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100.. Call to schedule reinspection.
Receipt No:
Date:
roject Name WCZ C.1 ev^, Xi G
Address 35.5 T �� � Suite #
City of Tukwila John W. Rants, Mayor
Fire Department Thomas P. Keefe, Fire Chief
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Retain current inspection schedule
Needs shift. inspection
Permit .N
2. Approved without correction notice
Approved with correction notice issued
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre -Fire:
Permits:
Authorized Signature
'INALAPP.FRM
to t k \er); \
Date
Rev. 2/19/98
T.F.D. Form F.P. 85
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 57$44,39
ACTIVITY NUMBER: D99 -0023 DATE: 1 -25 -99
PROJECT NAME: SCIENTIFIC PRODUCTS
.. Original Plan Submittal
Response to Correction Letter #
Response Incomplete Letter
Revision # : After Is Issued
DEPARTMENTS:
Building Division
In c
u lic Works
11,10
DETERMINATION OF COMPLETENESS: (Tues, Thurs)
Complete Incomplete E
Comments:
TUES /THURS ROUTING:
Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra)
REVIEWERS INITIALS: DATE:
APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 2 -23 -99
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments)
REVIEWERS INITIALS: DATE:
CORRECTION DETERMINATION: DUE DATE:
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑
REVIEWERS INITIALS: DATE:
1PR•ROUTE.DOC
6/98
�i
6 4 , mod, �
PLAN REIEW /ROUTING SLIP
C
Fire Prevention
Struc
Planning Division
DUE DATE: 1 -26-99
Not Applicable ❑
Permit Coordinator la
Please Route ❑ No further Review Required
TEL: (909) 869 - 0989
ATTN: SUE HILL
VWR SCIENTIFIC PRODUCTS
355 TRECK DRIVE
TUKWILA WA 98188
PHONE: 206 - 575 -1508
THANK YOU
2
2
2
DESCRIPTION
161 Atlantic Street
MATERIAL HANDLING ENGINEERING
EST. 1985
LETTER OF TRANSMX TAL
ENCLOSED ARE: ®CALCULATIONS
12:1 DRAWINGS
❑ LETTER
❑ FOR PERMIT SUBMITTAL
❑ FOR YOUR RECORDS
❑ FOR CLIENTS RECORDS
SUE,
ENCLOSED YOU WILL FIND THE CALCULATIONS AND DRAWINGS FOR THE ABOVE MENTIONED
PROJECT. IF YOU HAVE ANY QUESTIONS, PLEASE CALL OUR OFFICE.
SEISMIC CALCULATIONS
DETAILS DRAWINGS
LAYOUT DRAWINGS
Pomona
FAX:
SUBJECT: VWR SCIENTIFIC
TUKWILLA, WA
JOB #: 98 -1604
MEMO
FAX: (909) 869 - 0981
California 91768
BY: EVA
JAN 251999
DATE: 12/22/98 PERMIT CENTER
Contractors License NO. 665374
City of Tukwila
Fire Department
Fire Department Review
Control #D99 -0023
(512)
Re: VWR Scientific - 355 Treck Drive
January 28, 1999
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.
Extinguishers shall be located so as to be in plain
view (if at all possible), or if not in plain view,
they shall be identified with a sign stating, "Fire
Extinguisher ", with an arrow pointing to the unit.
(NFPA 10, 1 -6.3) (UFC Standard 10 -1)
Clear access to fire extinguishers is required at all
times. They may not be hidden or obstructed. (NFPA
10, 1 -6.5)
2. Storage may not be closer than 36 inches in all
directions to ceiling -hung "Space or Unit" heaters. (UFC
1109.2)
Storage may not be closer than 18 inches below
sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1)
The critical storage height for high -piled combustible
stock in closely packed piles is 12 feet. (UFC 9.110)
Storage above 12 feet may necessitate increasing the
sprinkler density to extra hazard and adding smoke
removal capabilities. (UFC 8101) (NFPA 231)
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
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) S75 4439
City of Tukwila
Fire Department
Page number 2
location of the stockpiles and aisles shall be
submitted with applications for such permits. (UFC
8101)
In double row racks with heights of storage up to and
including 25', an average nominal 6" transverse flue
space between loads or at rack uprights shall be
maintained. (NFPA 231C 4 -3.1) '
Any overlooked hazardous condition and /or violation of the
adopted Fire or Building Codes does not imply approval of
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
High -piled combustible storage is combustible
materials in closely packed piles more than 12 feet in
height or combustible materials on pallets or in racks
more than 12 feet in height. For certain
special- hazard commodities such as rubber tires,
plastics, some flammable liquids, idle pallets, etc.,
the critical pile height may be as low as 6 feet.
(UFC article 2, sec. 209 -H)
Maintain minimum 6" longitudinal flue space between
back to back racks. (NFPA 231C)
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
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)
Racks designed for high -piled storage must comply with
section 2207 of The Uniform Building Code. Please
contact The Tukwila Building Department for details
pertaining to design and installation standards.
This review limited to speculative tenant space only -
special fire permits may be necessary' depending on
detailed description of intended use.
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 4404 • Fax (206) 5754439
Page number 3
•
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57$4439
Received: 3/30/99 2:06PM; 503 722 8154 -› VWR SCIENTIFIC SEATTLE;
FROM B "L_.. i NSTALLAT I ON INC 503 722 815l; :
3 -30 -1999 1:07PM
i The also
STACEY L. LNISON AW
• TARY PUBUC-OREQON
• MISSION NO.31119
'... MAiiiil!
-- ����� sriY�" "�.'T7ti,7�rT-�.•.. _.. � _���...�..:�,•;- '- �._� ;�'"1rs��B ". " '��f..t=
P.O. lOX lO34 COSH . W401001.
n4k \ \tiN:dY'xv
STATE OF
WASHINGTON
B & B INSTALLATIONS INC.
111A FOOTHILLS RD •
LAKE OSWEGO OR 97034
TAX REGISTRATION
UNEMPLOYMENT INSURANCE
Notary Public -State of Oregon
egccosass
Hy commission. Expires: u,�I.C;IL o •1
1YJ /AYNI%�Yh� Y V(OIN
•
or licenses listed
REGISTRATIONS AND LICENSES
�:•.,, OFFIGIALISEAL.
STACEY L LARSON•LAW
• ' NOTARY PUBLIC -OREGON
�:. COMMISSION NO.311
MY COMMISSION E(PIRES APR�L 2, 2002 \,
INDUSTRIAL INSURANCE
State of OREGON
County of Clackamas
I certify that this is a true and correct copy of a document in the
posession of 9>rx - 1311.4Y
Dated: L0'6098 , 1998,
PDA�
• ♦ \W
DEPARTMENT OF . LABOR •• AND' INDUSTRIES
•
REGISTERED AS PROVIDED 'BY LAW AS
CONST CONT SPECI,�ILTY .
•
R C . "�y�Ct�, ma • D`n�1 .;�..
!:o.:1 ,�7. T s. . : : i4S1'l' + a•�a,1,: :,i. •� ,. } y;
/^� J� BB 11 T• ^ •
• B . &; al, INSTALLATIONS INC.:.'?','•
14 4 01 .5 GLEN [OAK:. RD . " ' • '
OREGON CITY . .OR : 97045. • '
Detuch And Display Ccrtit'icute
UNIFIED BUSINESS ID •: 801 002 894
BUSINESS ID is 001
LOCATION: 0002
OW D ponment oI LksMtns
Page 2
P. 2
pM!NM.w. +w
18 '_ 0 ..
5' -8"
5 - - -..
120" MAXIMUM BE
10
PALLET RACK
BACK TO BACK
EN ROW SPACERS
10
SECTION A —A
10" I�-2.5 " "_... g•..k.,
PALLET RACK
FRONT VIEW
ALL BEAM LEVEL'S TO BE A "C" WELD
t14"
'• 2fi - 32 = - 26R
I 1 i !
15 "'
99" c/c - ---- -y 117" c/c
PALLET RACK
FRONT VIEW
15"
12" 44"
PALLET RACK
END OF AISLE
5' -8"
SECTION B —B
18' -0"
Imo° 96
10" 2fi 24 "-a 26
4 , 106 IB690H13600ROC4000 BEAM FOR ROLLFORM COL C WELD
PALLET RACK
FRONT VIEW
TYP. BAY
PALLET RACK
FRONT VIEW
TRIPLE BAY
BOTTOM BEAM LEVEL IN EACH SINGLE ROW BAY IS TO BE A "D" WELD - ALL OTHERS TO BE "C WELD
TUNNEL BAYS ARE TO BE SAME - MINUS BOTTOM BEAM LEVEL - 136" LEVEL TO BE "D" WELD
7 /B"
SHIM AS REO'D
7 3/4'
SHIM AS REVD
0
8
4 5/8
6 1/4'
LINE NO. 110
1/2' DIA. x 4 1/2" LG. EXP.
ANCHOR, MINIMUM EMBEDMENT 3 ",
(2) REVD. PER FOOT PLATE.
7/8"
1/2" DIA. x 4 1/2" LG. EXP.
ANCHOR, MINIMUM EMBEDMENT 3 ",
(2) REDO. PER FOOT PLATE.
LINE NO. 111
LINE NO. CATALOG NO.
54
101 IE075U21644GMAGA72 ROLLFORM FRAME
102 IE075U21644GJAAA72 ROLLFORM FRAME 14
103 IB485H09600ROC4000 BEAM FOR FOLLFORM COL C WELD 66
104 IB485H09600R0D4219 BEAM FOE ROLLFORM COIL D WELD 10
105 IB496H11400ROC4000 BEAM FOR ROLLFORM COL C WELD. I6
107 1B690H13600RDD4O19 BEAM FOR ROLLFORM COL WELL" 2
108 IA5O1SO1200R000000 RIGID ROW SPACER TYPE "R1" 21
109 1A042BC4400R000000 SNAP —IN CROSSBAR
110 IHASB 10222DP000000
111 IHASB10319DP000000
112 1H AAH10613DP000000
NUT TO SCALE
GENERAL NOTES:
I.) ALL RACK VERTICAL DIMENSIONS SHOWN ARE FROM
TOP OF FOOTPLATE.
2.)
I
DISTRIBUTION PLANNING INC.
2845 1.418 ST SW GRANDVILLE, MI 49418 -2569
TELEPHONE: (6!6)511 -2250 Fax (616531-5688
BILL OF MATBP° .L
n: auxq a
aaabx - a,
M c cow r
.COMOrt!.t
DRAWN BY: JJK
DESCRIPTION
4
202
SHIM °LATE 1/8 x 7 -3/4 x 5 28
SH;M PLATE 1/8 x 8 x 8
14
1/2 -13 X 4 1/2 CONCRETE ANCH. 84
ONLY ELEVATION CONFIGURATIONS AND LOADING
PARAMETERS SHOWN HAVE BEEN DESIGNED,
REVIEWED AND APPROVED. ANY DEVIATIONS FROM
THE INFORMATION PROVIDED MAY IMPAIR THE
SAFETY OF THE RACK INSTALLATIONS.
a, of
PALLET LOADS:
MAXIMUM ' = 2,5 I'-65—
AVERAGE PALLET = 2.0 GC LB`:.
OCCUPANC( = SO .S
PALLET DESIGN LC = 1 BOG
IT IS THE OWNERS RESPONSIBILITY TO MAINTAIN
THE STRUCTURAL INTEGRITY OF THE INSTALLED
RACK SYSTEM BY ASSURING PROPER OPERATIONAL,
HOUSEKEEPING AND MAINTENANCE PROCEDURES
INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING:
A. PROHIBIT ANY OVERLOADING OF ANY PALLET
POSITION AND OF THE OVERALL RACK SYSTEM
B. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE
IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED
AREA AND REPLACE OR REPAIR ANY DAMAGED
COLUMNS, BEAMS, OR OTHER STRUCTURAL
COMPONENTS
C. REQUIRE ALL PALLETS TO BE MAINTAINED IN
GOOD. SAFE OPERATING CONDITIONS
D. ENSLI E THAT PALLETS ARE PROPERLY
PLACED ONTO PALLET LOAD SUPPORT MEMBERS
IN A PROPERLY STACKED AND STABLE POSITION
E. REQUIRE THAT ALL GOODS STORED ON EACH
PALLET BE PROPERLY STACKED AND STABLE
F. PROHIBIT DOUBLE — STACKING OF ANY PALLET
POSITION, INCLUDING THE TOP —MOST POSITION,
UNLESS THE RACK SYSTEM IS SPECIFICALLY
DESIGNED FOR SUCH LOADING AND SO NOTED
ON DRAWINGS.
RACK LA
RECEIVED
CIT" CG T UK4VILA
'ERmi? CENTER
MR Scientific Tukoillo. WA
CHECKED BY: AB SCALE:I /4' i' 0' JOB NO: 98 - 300 I
DATE: IE
APPROVED BY: djn 10/98 / /_�/�D2''�{G/��NNO: JRy -001
I I
1
UP RAMP
10'-6' AISLE (FRAME TO CURB)
A
UP RAMP -- - --
S!t
iR
517
Y_
Si!
PC
PC
M Sit
Mt
SO
i.
!iL
C
_b
-8"
ii
an
ifli
at
U_t
2 BAYS M 117"
A
10' -6'
c/c + 4 BAYS CO 99" c/c + 3" - 52' 9" -{
AISLE (FRAME TO FRAME>
1 BAY ® 139" 5 BAYS IP 99" -
r B
c/c + c/c + 3" 53'
_
:
:_IIIIIIIIIIIIIIIIIIIIIIIIIIIIII...:
0
LJ
E
t
B
54' -11"
56' -0"
18 '_ 0 ..
5' -8"
5 - - -..
120" MAXIMUM BE
10
PALLET RACK
BACK TO BACK
EN ROW SPACERS
10
SECTION A —A
10" I�-2.5 " "_... g•..k.,
PALLET RACK
FRONT VIEW
ALL BEAM LEVEL'S TO BE A "C" WELD
t14"
'• 2fi - 32 = - 26R
I 1 i !
15 "'
99" c/c - ---- -y 117" c/c
PALLET RACK
FRONT VIEW
15"
12" 44"
PALLET RACK
END OF AISLE
5' -8"
SECTION B —B
18' -0"
Imo° 96
10" 2fi 24 "-a 26
4 , 106 IB690H13600ROC4000 BEAM FOR ROLLFORM COL C WELD
PALLET RACK
FRONT VIEW
TYP. BAY
PALLET RACK
FRONT VIEW
TRIPLE BAY
BOTTOM BEAM LEVEL IN EACH SINGLE ROW BAY IS TO BE A "D" WELD - ALL OTHERS TO BE "C WELD
TUNNEL BAYS ARE TO BE SAME - MINUS BOTTOM BEAM LEVEL - 136" LEVEL TO BE "D" WELD
7 /B"
SHIM AS REO'D
7 3/4'
SHIM AS REVD
0
8
4 5/8
6 1/4'
LINE NO. 110
1/2' DIA. x 4 1/2" LG. EXP.
ANCHOR, MINIMUM EMBEDMENT 3 ",
(2) REVD. PER FOOT PLATE.
7/8"
1/2" DIA. x 4 1/2" LG. EXP.
ANCHOR, MINIMUM EMBEDMENT 3 ",
(2) REDO. PER FOOT PLATE.
LINE NO. 111
LINE NO. CATALOG NO.
54
101 IE075U21644GMAGA72 ROLLFORM FRAME
102 IE075U21644GJAAA72 ROLLFORM FRAME 14
103 IB485H09600ROC4000 BEAM FOR FOLLFORM COL C WELD 66
104 IB485H09600R0D4219 BEAM FOE ROLLFORM COIL D WELD 10
105 IB496H11400ROC4000 BEAM FOR ROLLFORM COL C WELD. I6
107 1B690H13600RDD4O19 BEAM FOR ROLLFORM COL WELL" 2
108 IA5O1SO1200R000000 RIGID ROW SPACER TYPE "R1" 21
109 1A042BC4400R000000 SNAP —IN CROSSBAR
110 IHASB 10222DP000000
111 IHASB10319DP000000
112 1H AAH10613DP000000
NUT TO SCALE
GENERAL NOTES:
I.) ALL RACK VERTICAL DIMENSIONS SHOWN ARE FROM
TOP OF FOOTPLATE.
2.)
I
DISTRIBUTION PLANNING INC.
2845 1.418 ST SW GRANDVILLE, MI 49418 -2569
TELEPHONE: (6!6)511 -2250 Fax (616531-5688
BILL OF MATBP° .L
n: auxq a
aaabx - a,
M c cow r
.COMOrt!.t
DRAWN BY: JJK
DESCRIPTION
4
202
SHIM °LATE 1/8 x 7 -3/4 x 5 28
SH;M PLATE 1/8 x 8 x 8
14
1/2 -13 X 4 1/2 CONCRETE ANCH. 84
ONLY ELEVATION CONFIGURATIONS AND LOADING
PARAMETERS SHOWN HAVE BEEN DESIGNED,
REVIEWED AND APPROVED. ANY DEVIATIONS FROM
THE INFORMATION PROVIDED MAY IMPAIR THE
SAFETY OF THE RACK INSTALLATIONS.
a, of
PALLET LOADS:
MAXIMUM ' = 2,5 I'-65—
AVERAGE PALLET = 2.0 GC LB`:.
OCCUPANC( = SO .S
PALLET DESIGN LC = 1 BOG
IT IS THE OWNERS RESPONSIBILITY TO MAINTAIN
THE STRUCTURAL INTEGRITY OF THE INSTALLED
RACK SYSTEM BY ASSURING PROPER OPERATIONAL,
HOUSEKEEPING AND MAINTENANCE PROCEDURES
INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING:
A. PROHIBIT ANY OVERLOADING OF ANY PALLET
POSITION AND OF THE OVERALL RACK SYSTEM
B. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE
IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED
AREA AND REPLACE OR REPAIR ANY DAMAGED
COLUMNS, BEAMS, OR OTHER STRUCTURAL
COMPONENTS
C. REQUIRE ALL PALLETS TO BE MAINTAINED IN
GOOD. SAFE OPERATING CONDITIONS
D. ENSLI E THAT PALLETS ARE PROPERLY
PLACED ONTO PALLET LOAD SUPPORT MEMBERS
IN A PROPERLY STACKED AND STABLE POSITION
E. REQUIRE THAT ALL GOODS STORED ON EACH
PALLET BE PROPERLY STACKED AND STABLE
F. PROHIBIT DOUBLE — STACKING OF ANY PALLET
POSITION, INCLUDING THE TOP —MOST POSITION,
UNLESS THE RACK SYSTEM IS SPECIFICALLY
DESIGNED FOR SUCH LOADING AND SO NOTED
ON DRAWINGS.
RACK LA
RECEIVED
CIT" CG T UK4VILA
'ERmi? CENTER
MR Scientific Tukoillo. WA
CHECKED BY: AB SCALE:I /4' i' 0' JOB NO: 98 - 300 I
DATE: IE
APPROVED BY: djn 10/98 / /_�/�D2''�{G/��NNO: JRy -001