HomeMy WebLinkAboutPermit D97-0208 - BOEING #21-04 - STORAGE RACKSCity of Tukwila
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Parcel No: 102304 -9069
Address: 3417 S 120 PL
Suite No:
Location:
Category: ACOM
Type: DEVPERM
Zoning: MIC /L
Const Type: RACKS
Gas /Elec.:
Units: 001
Setbacks: North:
Water: 125
Wetlands:
Contractor License No :BOEINC *294ML
Signature:
Print Name:
DEVELOPMENT PERMIT
Permit No:
Status:
Issued:
Expires:
.0 South: .0 East: .0 West: .0
Sewer: VAL; VUE
Slopes: Y Streams:
Date:
End Time:
Fill:
End Time
(206) 431-3670
D97 -0208
ISSUED
07/08/1997
01/04/1998
Occupancy: WAREHOUSE
UBC: 1994
Fire Protection: SPRINKLERS
OCCUPANT BOEING #21 -04
3417= 5° 120 PL, SEATTLE, WA 98124
OWNER SABEY CORPORATION
201 ELLIOTT AVE. WEST, SUITE 400, SEATTLE WA 98119
CONTRACTOR BOEING COMPANY
P.O. BOX 3707, M /S. IF -09, SEATTLE, WA 98124
CONTACT GARY TALLER Phone: 206.5 -2975
P.O. BOX 3707, M/S 46 -87, SEATTLE, WA 98124
***** * * * * * * * * * * * * * * ** * * ** * * * * *** * ** ***** k***** **** * * ** * ** * ** *** * * * *** *** * * * * ** * * ***
Permit Description:
EARRANGE EXISTING PALLET RACK SHELF HEIGHTS.
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Construction Valuation: $ .00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng.
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No: Size(in): .00
Flood Control Zone: N
Hauling: N Start Time:
Land Altering: N Cut:
Landscape Irrigation: N
Moving Oversized Load: N Start Time:
Sanitary Side Sewer: N . No:
Sewer Main Extension: N Private: N Public: N
Storm Drainage: N
Street Use: N
Water Main Extension: N Private: N Public: N
****************************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * *k
TOTAL DEVELOPMENT PERMIT FEES: $ . 148.46
k***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * ***
Permit Center Authorized Signature :____ d,_< Date :''Q�
7
I hereby certify that I have read and examined this permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other -state or local laws regulating construction
or the performance of work. am authorized to sign for and obtain this
development permi
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.
ht�uM:d:.
CITY OF TUKW.tLA
Address: _ 3417 S 120: FL' Fermi t No: D97 -0208
•Sui.te
tenant :Status: ISSUED
Tupe: DEVPEFM Applied: 06/26/1997
Parcel #: 102304 9/169 Issued:" 07/08/1997
*•k * *"R' *. * * *:k* **4,4,4, k•k ** ** k k * * ** *'•k *'* *** k• k* k• k*****•*• k.• k• k*• k• k** * **•k *: ** *•k *•k'k* *•#•k**•k•k*
F ermit Conditions:
T No changes :: 11 be made to the plans unless :appr,oved by the
Architect .:or Engineer and the TukwilaBui1ding Division.
2 • Al : l per mit,s in,spection� arec�rdsl and appl Dyed: plans;shal1 be
avai:.lable, ~ the ap. doc . 01i ' pr• *ior to. -tl a �st:ai t.; of 'a:any con -
s Th ese uments $,are' to- be maintained and avai 1-
ab'1 until ;fin l inspection 1 p j p r oval is .granted
a ▪ A .l:l constr`u :on `tc: fie done l r co`nforman w1:th approved
• plans h i r emerrts.; of the Un i f orm Bu i'I dLi ode (1994
Edition) °as�,'amended. R .i
4 . Va d i tv. of Permit: The issuance :of 'a permit approval of
p 1'ans, s�p`e.ciffc:ations, 'and cpmputations shal1, not 4b e :con
strued o : be. a , per mi t f `, = an approval of , anv',viol,ati on .
of an of� the - prov s i and: of .,the building :.code . or of any
A.Y
other tordinance:`sof the s-jur i s`diction No permit presuming
give autsfir,i
o?ty Ito :violate or ,cancel the provisions of this
c: o d�
e s h all ".be , 1 i d.
Project Name/Tenant: ,�
BOEiNG BLDG. u ;24 ��-014
Value of Construction: l / � �
`]'
eta
Site Address: City State /Zip:
T �
3i-0 s, /Ao 1
Tax Parcel Number:
/0a3o 9069
Will there be rack storage? 71 yes ❑ no
Property Owner: THE BOEING COMPANY
Phone:
•
Street Address: cf/
P.q. 90X 3707 M/S 46 -87 SEATTLE, ly e �W124
Fax #:
Contact Person:
GARY TALLER /544
P e:
- 2975/
Street Address: City State /Zip:
P.O. BOX 3707 MIS 46 -87 SEATTLE, WA 9812
Fax #:
206- 544 -2854
Contractor: ,
6OQ
Phone:
Street Address: City State /Zip:
Fax #:
Architect:
Phone:
Street Address: City State /Zip:
Fax #:
Engineer.
U0 �• 1 �► ^ I�s
Phone: 65`vl --- -S,�32
Street Address: City State /Zip:
Fax #:
Description of work to done: N l � n Gc S J n , I ,
ar`
)2.e_ �. eX i T K (L / r l
/ / e
Existing use: ❑ Retail ❑ r
estaurant ❑ Multi-family klai Warehouse ❑Hospital
❑ Church Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family gl Warehouse Hospital
❑ Church ® Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Will there be a change of use? ❑ yes % no
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage? 71 yes ❑ no
Existing fire protection features: ❑ automatic fire alarm C3 none ❑ other (specify)
, • / sprinklers
Building Square Feet: ) / 7-2 , existing
1 Area of Construction: (sq. ft.) 604
Will there be storage of flammable /combustible hazardous material
Attach list.of materials and storage location on separate 8 1/2
In the building? ❑ yes 71 no
X 11 paper Indicating quantities & Material Safety Data Sheets
CITY UP= r''KWILA
Permit Center
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
(206) 431 -3670
JOB # I(9024 /
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 mall or facsimile. 1 ugt Pt
APPLICANT: REQUEST FOR PUBLIC. WORKS; SITE/ C, IVILAPIAN!REVIEWOF:THE+FOLLOWING:
(Additional reviews maybe .determined•by'the'Publlc•Works Department) ? `'
❑ Channelization /Striping
❑ Land Altering 0 Cut cubic yds.
❑ Sanitary Side Sewer #•
❑ Storm Drainage ❑ Street Use
❑ Water Meter /Exempt #: Size(sy
❑ Water Meter /Permanent # Size(s)*
❑ Water Meter Temp # Size(s): Est. quantity:
❑ Miscellaneous
❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling
0 Fill cubic yds. ❑ Landscape irrigation
❑ Sewer Main Extension 0 Private 0 Public
❑ Water Main Extension 0 Private 0 Public
0 Deduct 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.
Data application accepted: ( /1
Dale application expires:
IQ @b ad
Application t y: (initials)
Ci PERMIT.DOC 7/9/96
/: '' ... ....
BUILDING OWN ,, OR AU 0 . 0 AGENT:
Signature: t /
Date:
Print name: GARY f ALLER
Phone: -544 -2975
Fax A: 206- 544 -2854
Address P.tt, BOX 3707 M/S 116 -87
City /State /Zip SEATTLE, WA 9812
ALL COMMERCIAL/MULTI -FAh Y TENANT IMPROVEMENT /AL ATION PERMIT APPLICATIONS
MUST BE SUBMITTED WITH THE FOLLOWING:
ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT,
STRUCTURAL ENGINEER OR CIVIL ENGINEER
➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN
➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
N/A SUBMITTED
❑ ❑ Complete Legal Description
❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures
(Form H -13). Business Declaration required (Form H -10).
Five (5) sets of working drawings, which include :
❑ ❑ Site Plan (including existing fire hydrant location(s)
1. North arrow and scale
2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements
3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions
4. Location of driveways, parking, loading & service areas
5. Recycle collection location and area calculations (change of use only)
6. Location and screening of outdoor storage (change of use only)
7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's
boundaries
8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of
use only)
9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of
those, identify by size and species which are to be removed and saved
10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change
of use only)
11. Location and gross floor area of existing structure with dimensions and setback
12. Lowest finished floor elevation (if in flood control zone)
13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H-
9).
❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site
❑ ❑ 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 Date shall be noted on the construction drawings.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ El Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
Cl ❑ 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 Certificate of Contractor ".
Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed
by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and
obtain the permit will be required as part of this submittal
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
CTPLRMIT.DOC 7/9/96
r
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1RANSMIT
* * * *k * * * * * * *k * * * * * *kk * * *•k*
148.46 06/26/97 11 :03
Init: SLB
TT:Y .OF . TUKWILA. WA ..r
** ** * * ** * *k * *A * *k ** * *• . *lk*1k **
TRANSMIT Number; R9700605 Amount:
Payment Method: CASH Notation: BOEING
Permit No D97.0208 Type: DEVPERM DEVELOPMEWt PCRMIP
Parcel 102.304 -9069
Site Address: 34y7 S 120 PL
Total Fees: ,148.46
This : Payment 148..46 Total ALL Pats: 148.46
Balance: .00
**** * * * * * * *A * * *fA*,* * *•A * * *4 * * ** **** * * * * * ** * *4* * * * *k * * * * ** * * * * **
Account Code
000/322.100
000/345.. 830
000/388.904,
Description
HUILDING NOHRES
PLAN_ CHECK - NONRES
STATE E;UIL0 NG SURCHARGE
Amount •
87.25 -
56.71
4.;0
;:•7 66/26 9711 TOTAL.
Project: /
t
Type of ins
ctior
Address:
Date calle .
---
Special instructions: _
Date wanted:
V
� a.m.
Requester:
Phone No.:
INSPECTION RECORD
Retain a copy with permit
INSPEC •N NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
$42.00 REINSPECTION , ' EE REGI !RED. Prior to inspection, fee must
be paid at 6300 Southcent -r Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
PERMIT NO.
(206) 431 -3670
Corrections required prior to approval.
is
Project: n
_ r..* 0(-) 24- 0 -
Type of inspection:
(2,'3.
Address:
(1 i Iti if L.
Date called:
sAl
Date wanted:
Special instructions: 'x''' ':
Requester:
4
Phone No.:
',1 rode
CITY OF TUKWILA BUILDING DIVISION
'-' 6300 Southcenter Blvd., #100, Tukwila, WA 98188
INSPEefi51■1 NO.
Approved per applicable codes.
[Receipt No.:
INSPECTION RECORD
0 Retain a copy with permit
(206) 431-3670
Corrections required prior to approval.
-Qpmm E NTS: f a tiv e
(4' /
2-0
co he 5.
If 4 414Aliblill
r. Ff
$42.00 REINSPECTIO EE R QUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
Project: Z EI a
oZ( t,
Type of inspection:p AClid
F—
Address
34-I 1
S
I '�
1
called:
Dt � J�
Special instructions:
Date wanted: $f 21 I c j '.
a.m...
Requester: itIttti
Phone No.:
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
101
Approved per applicable codes.
COMMENTS:
Inspector:
I
r eceipt No.:
INSPECTION RECORD
Retain a copy with permit
II
LAN- ck-S `-
Corrections required prior to. approval.
$42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
C - i 0 Zocc
PERMIT NO.
Date: z1 7,:ti \ 91
(206) 431 -3670
Date:
Project: _
J
2 /
/
Type of inspection 6 4 7
Address:
Date called:
Special instructions:
.. �
Date wanted: 12
7
a.m.
Requester:
Phone No7 346;2 eaii
11
INSPECTION . RECORD„
Retain a cdpy with permit
INSPEC •N NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 9818
PERMIT NO
(206) 431 -3670
Approved per applicable codes.
MMENTS: Th
Inspector:
I
Corrections required prior to approval.
S
$42.00 REINSPECTIO ! FEE R QUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
City of Tukwila
Fire Department
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Project Name PQ t�hac Z_( —04
Address
4t� 121, QL
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
T.F.D. Form F.P. 85
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
Permit No \ Qf ' Lc)
Suite #
5.
Date
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439
February 10, 1997
1- 9604- DBW97024
To:
Subject: 1997 Washington State Contractor's License for The Boeing
Company
Enclosed is a copy of the Washington State Contractor's License for 1997. This
license expires on January 1, 1998.
Please contact me if you have any questions.
,4
D. B. Weigelt
1 -9604, 1F-09
(206) 655 -4535
Enclosure
Larry Allen 19 -35
Leonard Astemborski OH -13
Terry Beals 63 -04
Rick Ford 2R -71
Len Knecht 63 -04
N. Konwent 5H -26
John Murdoch 89 -14
N. Pestisme 63 -04
Lori Pitzer 2R -71
Mike Sullivan 3U -EH
Gary Taller 46 -87
Rex Turner 7R -35
ROE [ NC::294ML
STATE OF WASHINGTON
F625-052-00313-821
BLDG 21 -04 B/5 -H /8
8 SUMMARY
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 981242207
Mail Stop: 46-87
awl
BUILDING: 21 -04
LOCATION: B/5 -H /8
SUMMARY:
FILENAME: PR160241.XLS
PROJECT RELOC. PROPERTY FINANCE MN JOB NO. 160241 -00
FIG. BY JBURKS CHECKED BY &. jfl DATE 6/9/97 SHEET
METHODOLOGY: ,
THE FOLLOWING CALCULATIONS REVIEW PALLET RACKS FOR GRAVITY AND LATERAL
LOADS. THE MAXIMUM CAPACITY OF THE RACKS, GIVEN THE CONFIGURATION AND
LOCATION, WAS DETERMINED. _
POSTED LOAD LIMIT: 1000 LBS PER SHELF
STRUCTURAL CAPACITY: 700 81000 LBS PER SHELF
EXPIRES 12/11/ q1
THE ABOVE NOTED PALLET RACK IS STRUCTURALLY ADEQUATE FOR A MAXIMUM SHELF LOAD
OF 700 &1000 LBS PER SHELF, UNIFORMLY DISTRIBUTED. THIS LIMIT APPLIES TO THE CURRENT
CONFIGURATION AND LOCATION ONLY.
FIELD OBSERVATIONS:
THE LIMITING CONDITION FOR THESE RACKS ARE THE WELDS IN THE BEAMS. THE 10' BEAMS ARE
LI MITED TO 700 LB SHELF LOAD DUE TO THE TYPE 'A' WELD. THE 14' BEAMS ARE LIMITED
TO 1000 LB SHELF LOAD DUE TO TYPE 'A' WELDS.
RECOMMENDATIONS:
THE EXISTING PALLET RACK IS ADEQUATE FOR THE NEW SHELF CONFIGURATION, WITH THE
EXCEPTION OF DOWN LOADING THE 10' BEAM CAPACITY TO 700 LBS RATHER THAN 1000 LBS.
BEAMS 10' LBF 404 14' LBC50 AND 377B
COLUMNS LMT30
TYPE 'A' WELD (VERTICAL) 4 PIN CONNECTION
BASEPLATE 1/2" X 8" X 8" WITH (2) 1/2" X 3 1/2" MIN. EMBED HILT! KWIK BOLT II
ROW SPACER RS -6 6" ROW SPACER
RECEIVED
CITY OF TUKWILA
JUN 2 6 1997
PERMIT CENTER
1
D C O EI W Ctf t
6/9/97 2:31 PM
05 rD9"7 7,
(Albo
:sd: 0.107
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S
p 6Z
0-4/ 4d►
deb �9� AI
SK1�N77 Irvfr
, 9b
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LMT so (APtc_71-FT coLu 76 09 /VA YO ED
C....0. CONDITIONS 4ND
mosy s HELVES.
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mall Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
PALLET RACK GEOMETRY
NUMBER OF SHELVES = 5 (MUST BE < 8)
IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT)
TO ZERO AS REQUIRED.
SHELF
SPACING = 27"
SHELF
SPACING = 37"
SHELF
SPACING = 37"
SHELF
SPACING = 39"
SHELF
SPACING = 39"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
BY: BAO / REV. C,/ 11.03.93
JOB NO. 160241 -00
DATE 6/5 /97 SHEET 4- OF
REV'D 6/6 /97
BEAM SPAN = 168"
SHELF BASE
SET SHELF HEIGHTS
BELOW TO ZERO
BEAM SPAN = 168"
1/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
LEVEL
D hx (in)
hx (in)
wx (k)
wxhx
wxhx
Fx (k)
wxhx
27
179
CD CD CD CD CD
00000
107.4
0.318
0.057
37
152
91.2
0.270
0.049
37
115
69
0.204
0.037
39
78
46.8
0.139
0.025
39
39
23.4
0.069
0.013
0
0
0
0.000
0.000
0
0
0
0.000
0.000
0
0
0
0.000
0.000
TOTALS
3
337.8
_ 1.000
0.180
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 981242207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM LOADS
SHELF DL =
SHELF LL =
BY: BAO / REV. C / 11.03.93
200 LB /SHELF =
1000 LB /SHELF =
100 LB /BEAM
500 LB /BEAM
MOMENT AT CENTER OF BEAMS:
ASSUME 20% FIXITY AT ENDS FOR DETERMINING
THE MOMENT AT THE CENTER OF BEAMS.
MDL = WDLL * (80 %) = ( 80 %) * (0.100 * 168 / 8) k -in =
MLL = W$LL * (80 %) _ ( 80 %) * (0.500 * 168 / 8) k -in =
MOMENT AT END OF BEAMS:
MDL = WgLL * (20%) _ ( 20 %) * (0.100 * 168 / 8) k -in =
JOB NO. 160241 -00
DATE 6/5 /97 SHEET i OF
REVD 6/6 /97
1.68 k -in
8.4 k -in
0.42 k -in
Mu .= WLLL * (2CP /o) = (20 %) * (0.500 * 168 / 8) k -in = 2.1 k -in
SEISMIC LOADING - LONGITUDINAL DIRECTION
V_ ZIC xW
Rw
Z = 0.3
I= 1
C = 2.75
Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC SIDS)
W = 5* (200 + 1000/2)/1000 = 3.5 k (FOR BOTH SIDES OF RACK)
V= 0.1031 W= 0.361 k
LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL
2/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
•
0.387 k -in
0.016 k
m =
v = 0.057 k
m = 0.775 k -in
v =
1.369 k -in
0.027 k
m =
V = 0.106 k
m = 1.963 k -in
v=
2.304 k -in
0.035 k
m =
v = 0.143 k
m = 2.645 k -in
V =
2.96 k -in
0.061 k
m =
V = 0.168 k
m = 3.275 k -in
V =
5.157 k -in
Ok
m =
v = 0.18 k
m = 7.038 k -in
v=
0 k -in
Ok
m=
v= O
m= 0k -in
v=
0 k -in
O k
m=
v = Ok
m= 0 k -in
v=
0 k -in
m=
v = Ok
m= 0k -In
.Y` 1
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING
BASE FIXITY: TYPE "2" IF BASE IS FIXED;
TYPE "1" IF BASE IS PINNED > 1
0.057 k
0.049 k
0.037 k
0.025 k
0.013 k
Ok
FLOOR
SLAB
Ok
Ok
BY: BAO / REV. C / 11.03.93
v = 0.005 k
m=
V=
m =
V=
• m=
V=
m =
V=
m=
v=
m=
v=
m:
V=
m:
JOB NO. 160241 -00
DATE 6/5 /97 SHEET h OF
REVD 6/6 /97
Pd +I +s = 3 k
v = 0.005 k
0.387 k -in
0.016 k
1.369 k -in
0.027 k
2.304 k -in
0.035 k
2.96 k -in
0.061 k
5.157 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
3/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stoo: 46-87
a
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
BEAM LOADS -
VERTICAL LOAD = 600 lb /beam
Md +I CENTER = 10.08 k -in
Md +I END = 2.52 k -in
Mseismic = 5.16 k -in
Md +l +s END = 7.68 k -in
L=
TRY LBC5Q BEAM
BY: BAO / REV, C / 11.03.93
168"
Fy = 42 ksi
Sx = 1.766 inA3
Ix = 4.644 inA4
Fb = 0.6 * Fy = 25.2 ksi
JOB NO. 160241 - 00
DATE 6/5 /97 SHEET I OF
REVD 6/6 /97
M all = Sx *Fb = 1.7655 * 25.2 = 44.49 k -in >= 10.08 OK
CHECK SEISMIC -
(4/3) * Mall = 59.32 k -in >= 7.68 OK
CHECK DEFLECTION -
Amax = 1/ 180 = 0.933 in
4
Ant = 384E1 0.28 in <= 0.933 OK
CHECK END CONNECTION -
WELD TYPE: A
WELD CAPACITY: 10.01 "k > 7.68 OK ( -23% UNDERSTRESS
CONDITION)
PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.105 "
PLATE CAPACITY: 36.29 `k > 7.68 OK
4/8 FILENAME: PR160241.XLS 6/6/97 2 :01 PM
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
V wxhx
14 "
221.95
N N N N N O O O
x-0000
266.34
0.751
0.155
34.38
0 "
174.80
34.96
0.099
0.020
3.55
0 "
132.25
26.45
0.075
0.015
2.03
0 "
89.70
17.94
0.051
0.010
0.94
0 "
44.85
8.97
0.025
0.005
0.23
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
TOTALS
6
2
354.66
1.000
0.206
41.14
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
V wxhx
14 "
221.95
N N N N N O O O
266.34
0.295
0.142
31.47
19 "
196.65
235.98
0.261
0.126
24.71
19 "
154.10
184.92
0.205
0.098
15.17
20 "
112.70
135.24
0.150
0.072
8.11
20 "
67.85
81.42
0.090
0.043
2.94
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
TOTALS
6
903.9
1.000
0.481
82.41
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. 0. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
4'
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION
ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION
V _ ZIC x W
RW
Z = 0.3
I= 1
C = 2.75
Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W1 = 5* (200 + 1000/2)/1000 =
V1 = 0.1375 W = 0.481 k
W2 = [(5 * 200) + 1000/2]/1000 =
V2 = 0.1375 W = 0.206 k
LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
JOB NO. 160241 -00
DATE 6/5 /97 SHEET ' OF
REV'D 6/6 /97
3.5 k (ALL SHELVES LOADED)
(PER UPRIGHT FRAME)
1.5 k (ONLY TOP SHELF LOADED)
(PER UPRIGHT FRAME)
BY: BAO / REV. C / 11.03.93
5/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
ALL SHELVES LOADED
0.14 k SHELF DEPTH = 40 in
14" > IP
0.13 k
19"
0.10 k
19" "'
0.07 k
20" "' '
0.04 k
20" I
0.00 k
0"
SHELF BASE - SLA
0.00 k
0"
0.00 k
0 "
Ps = 82.41 /40
= 2.06 k
BY: BAO / REV. C / 11.03.93
P= 1200 lb
P= 1200 lb
P= 1200 lb
P= 1200 lb
P= 1200 lb
B
Ps = 82.41 /40
= 2.06 k
Pd = 0.5 k Pd = 0.5 k
PI= 2.5 k PI= 2.5 k
0.15 k
14"
0.02 k
0.02 k
0.01 k
0.01 k
0.00 k
SHELF BASE - SL
)A
k
0.00 k
Ps= 41.14/40
= 1.03 k
JOB NO. 160241 -00
DATE 6/5 /97 SHEET 1 OF
REV'D 6/6 /97
ONLY TOP SHELF LOADED
SHELF DEPTH = 40 in
P= 1200 lb
P= 200 lb
P= 200 lb
P= 200 lb
1
P= 200 lb
B
a-
a-
Ps41.14/40
= 1.03 k
Pd= 0.5k Pd= 0.5k
PI = 0.5 k PI = 0.5 k
6/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
ONLY TOP SHELF LOADED
Mall Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P(DL)= 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 3.00 k
M (SEISMIC) = 7.04 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 2.06 k
P (TOTAL) = 5.06 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
wo �w iwc-r I-
DATE 6/5 /97 SHEET ID OF
REVD 6/6 /97
7/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
ALL SHELVES LOADED
ONLY TOP SHELF LOADED
MAXIMUM DOWNWARD LOAD (k) =
2.06 + 0.5 + 2.5 =
5.06
1.03 + 0.5 + 0.5 =
2.03
FACTOR OF SAFETY
AGAINST OVERTURNING =
(0.5 + 2.5/2)/ 2.06 =
0.85
(0.5 + 0.5/2)/ 1.03 =
0.73
< 1.5
NG
< 1.5
NG
BASE UPLIFT LOAD TO BE
RESISTED BY ANCHOR BOLTS (k) =
(1.5 *2.06) -0.50- 2.50/2 =
1.34
(1.5 *1.03)- 0.50 - 0.50/2=
0.79
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P(DL)= 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 3.00 k
M (SEISMIC) = 7.04 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 2.06 k
P (TOTAL) = 5.06 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
wo �w iwc-r I-
DATE 6/5 /97 SHEET ID OF
REVD 6/6 /97
7/8 FILENAME: PR160241.XLS 6/6/97 2:01 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 98124 -2207
Mall Stoc: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
COLUMN DESIGN (CONT)-
TRY LM30
BY: BAO / REV. C / 11.03.93
Fy = 42 ksi
Lx = 39 in
Ly= 48 in
Kx = 1.5 (LONGITUDINAL)
Ky = 1 (TRANSVERSE)
A= 0.8inA2
Ix = 1.338 in ^4
Tx = 1.294 in
ry = 1.098 in
Sx = 0.893 in"4
Sy = 0.604 inA4
f 22E = 116.7
F
JOB NO. 160241 -00
DATE 6/5 /97 SHEET I 1 OF
REVD 6/6 /97
(kI /r)x = 45.22 < GOVERNS
(ki /r)y = 43.72
Fa = 21.53 ksi
Pa= 17.22k
FOR LONGITUDINAL SEISMIC LOADING -
Fb = 0.6 *Fy = 25.2 ksi
Ma = Fb*Sx = 22.49 k -in
P /Pa + M /Ma = (3/17.22) + (7.04/22.49) = 0.487 < 1.33 OK
FOR TRANSVERSE SEISMIC LOADING -
P /Pa = (5.06/17.22) = 0.294 < 1.33 OK
CHECK DL + LL -
P /Pa = (3.00/17.22) = 0.174 < 1.00 OK
8/8 FILENAME: PR160241.XLS 6/6/97 201 PM
•
EILDG 21 -04 B/5 -H /8
BEAM WELD CAPACITY
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM & WELD GEOMETRY
BEAM: LBC50
WELD THICKNESS = 0.125"
EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088"
WELD TYPE = A
(1)
ITEM
1
2
3
4
5
6
TOTALS
1.50"
3.50"
COG Y= 2.191176 in
BY: BAO /REV. A / 11.13.93
A = 0.751 in2
Y = 2.191176 in
1= 1.339 in4
St = 0.477 in3
Sb = 0.611 in3
r = 1.335 in
k
0.88"
4
2.75"
1.88"
3
JOB NO. 160241 -00
DATE 6/6/97 SHEET 12- OF
REVD 6/6/97
5.00"
(2) (3) (4) (5) (6) (7) (8) (9) (1 0)
HEIGHT WIDTH y A Ay (bh ^3)/12 d Ad ^2 (7) + (9)
0.000 0.088 4.250 0.000 0.000 0.000 2.059 0.000 0.000
3.500 0.088 1.750 0.309 0.541 0.316 -0.441 0.060 0.376
5.000 0.088 2.500 0.442 1.105 0.921 0.309 0.042 0.963
0.000 0.088 0.000 0.000 0.000 0.000 -2.191 0.000 0.000
0.000 0.088 3.500 0.000 0.000 0.000 1.309 0.000 0.000
0.000 0.088 5.000 0.000 0.000 0.000 2.809 0.000 0.000
0.751 1.646 1.237 0.102 1.339
ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.00 = 21 ksi
ALLOWABLE SHEAR = 21.00 ksi * 0.75 = 15.78 k
ALLOWABLE BENDING = 21.00 ksi * 0.48 = 10.01 "k
1/1 FILENAME: PR160241.XLS 6/6/97 2:02 PM
BLDG 21 -04 B/5 -H /8
BASE PLATE DESIGN
I BOEING P. O. Box 3707
FACILITIES Seattle, Washington 981242207
Mall Stoo: 48-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BASE PLATE DESIGN
DIMENSIONS:
LOADS:
BY: BAO / REV. C / 11.03.93
8.00"
B= 8.00"
d= 3.00"
bf= 3.00"
x= 1.00"
PIER
SIZE = 1296 sq in
Bolt dia = 0.5 "
MATERIAL PROPERTIES:
fc' = 3000 psi
Fy = 36 ksi
Es/Ec = 10
P(DL +LL)= 3.00 k
LONGITUDINAL -
P (seis)= 0.00 k
M (seas)= 0.00 " k
V (seas) = 0.18 k
TRANSVERSE -
P (seis)= 2.06 k
M (sels)= 0.00 " k
P(uplift)= 1.34 k
V (seis) = 0.24 k
S min
Smin
x
n
JOB NO. 160241 -00
DATE 6/6/97 SHEET 1 3 OF
REV'D 6/6/97
bf
B
n
Y
Pt + Pc
mox a) UNIFORM
S max b) TRAPEZOIDAL
I S mox c) TRIANGULAR
1/4 FILENAME: PR160241.XLS 6/6/97 2 :04 PM
BLDG 21 -04 B/5 -H /8
BASE PLATE DESIGN
I BOEING P. 0. Box 3707
FACILITIES Seattle, Washington 98124 -2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
tp = m 0.25fy * 1.33 0.156" <----GOVERNS
t = n f P = 0.156" < GOVERNS
0.25f *1.33
ACTUAL tp = 0.388" > 0.156" OK
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/6/97 SHEET I t OF
REVD 6/6/97
DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL,
LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION:
Pc = P(DL +LL) + P(SEISMIC LONG.) = 3.00 k
BOLT AREA, As = 0.20 sq in
A= B *N= 8.00 *8.00= 64.Osgin
Sx= N *B "2/6= 85.3iO3
f = B/2 - x = (8.00/2) - 1.00 = 3.00"
e = M /Pc = 0.00/3.00 = 0.00"
BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET)
Smin = 0.05 ksi
Smax = 0.05 ksi
Pt = 0.00 k NO ANCHOR BOLT TENSION
BASE PLATE DESIGN PROCEDURE'FROM AISC 9TH EDITION pp 3 -106 THRU 3 -108.
m = (N - d) /2 = (8.0 - 3.0)/2 = 2.50"
n = (B - bf) /2 = (8.0 - 3.0)/2 = 2.50"
fp = 0.05 ksi
A1 = B *N= 8.0 *8.0= 64.Osgin
A2 = 1296 sq in (Pier size)
DETERMINE tp:
2/4 FILENAME: PR160241.XLS 6/6/97 2:04 PM
BLDG 21 -04 B /5 -H /8
BASE PLATE DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stoo: 46-87
i
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL,
LL AND SEISMIC LOADING IN THE TRANSVERSE DIRECTION:
Pc = P(DL +LL) + P(SEISMIC TRANS.) = 5.06 k
BOLT AREA, As = 0.20 sq in
A = B *N= 8.00 *8.00= 64.0 sq in
Sy = B * NA2/6 = 85.3inA4
f = N/2 = (8.00/2) = 4.00"
BASE PLATE LOAD TYPE: a) UNIFORM
Smax = 0.08 ksi
Smin = 0.08 ksi
tp = rn fP = 0.203" < GOVERNS
O.25f *1.33
t = n fP = 0.203" < GOVERNS
O .25f y *
ACTUAL tp = 0.388" > 0.203" OK
BENDING DUE TO UPLIFT:
MAX Pt = 0.67 k
M= Pt *(n -x)= 1.005 "k
S = (N * tp ^2)/6 = 0.200 inA3
fb = M/S = 5.02 ksi
Fb = 1.33* 0.75 *Fy = 36.00 ksi > 5.02 ksi OK
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/6/97 SHEET 13 OF
REVD 6/6/97
(SEE SKETCH ON PREVIOUS SHEET)
NO ANCHOR BOLT TENSION DUE TO MOMENT
Pt = 0.67 k ANCHOR BOLT TENSION DUE TO UPLIFT
BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3 -106 THRU 3 ..108.
fp = 0.08 ksi
DETERMINE tp:
3/4 FILENAME: PR160241.XLS 6/6/97 2:04 PM
BLDG 21 -04 B /5 -H /8
BASE PLATE DESIGN
I BOEING P. O. Box 3707
FACILITIES Seattle, Washington 98124 -2207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL:
BASE PLATE LOAD TYPE: UNIFORM
Smin = 0.05 ksi
Smax = 0.05 ksi
fp = 0.05 ksi
DETERMINE tp:
t = m
lel = 0.180" < GOVERNS
0.25 fy fp
tp = n 0. fy 0.180" < GOVERNS
ACTUAL tp = 0.388" > 0.180" OK
CHECK ANCHOR BOLTS:
MAX Pt = 0.67 k - 0.52 =
MAX V (PER BOLT)= 0.12 k
ANCHOR BOLT TYPE: HILTI KWIK BOLT II
SPECIAL INSPECTION ?: NO
DIAMETER: 0.500"
EMBEDMENT: 3.500"
TENSILE CAPACITY = 1.00 k
SHEAR CAPACITY = 1.84 k
INTERACTION:
BY: BAO / REV, C / 11.03.93
0.16 k
JOB NO. 160241 - 00
DATE 6/6/97 SHEET I OF
REV'D 6/6/97
MAX Pt + MAX V 1.00
TENSILE CAPACITY SHEAR CAPACITY
0.670/1.000 + 0.120/1.840 =
= 0.670 + 0.065 = 0.736 < 1.00 OK
W/O 1.5 FACTOR = 0.220 < 1.00 OK IF 1.5 FACTOR NOT USED
4/4 FILENAME: PR160241.XLS 6/6/97 2:04 PM
•
BI:DG 21 -04 B /5 -H /8
SLAB CHECK
BOEING
FACILITIES
P. 0. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
1
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
CHECK SOIL BEARING
TRANSVERSE FORCES:
P(DL) = 0.50 k
P(LL) = 2.50 k
P(S) = 2.06 k
P(TOTAL) = 5.06 k
SLAB THICKNESS = 9.25 in
SLAB DEPTH, d = 7.75 in (TO REBAR)
fc'_
BASE PLATE AREA
N=
B
3,000 psi
fy = 40,000 psi
ALLOWABLE SOIL
BEARING PRESSURE = 1,000 psf
ALLOWABLE SOIL BEARING
PRESSURE FOR SEISMIC = 1,333 psf
8.00 in
8.00 in
Abase = 8.00 = 64 sq in
EQUIV CIRCULAR AREA = 711
Peyuiv =
Il l
Abase — 4.51 in
7C
b= 9.03 in
L= 13.76 in
LOADED AREA = 4.13 sf
FOR DL + LL
SOIL BEARING PRESSURE =
FOR DL + LL + SEISMIC
SOIL BEARING PRESSURE =
BY: BAO / REV. A / 10.19.93
726 psf
1224 psf
9.3"
JOB NO. 160241 -00
DATE 6/6/97 SHEET II OF
REVD 6/6/97
1000 OK
1333 OK
1/2 FILENAME: PR160241.XLS 6/6/97 2:05 PM
BI:DG 21 -04 B /5 -H /8
SLAB CHECK
I BOEING P. O. Box 3707
FACILITIES Seattle, Washington 98124-2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SINCE SOIL BEARING PRESSURE DIRECTLY BELOW BASE PLATE IS OK,
BENDING AND SHEAR CALCULATIONS SHOWN BELOW ARE NOT REQUIRED.
REQUIRED LOADED AREA = 3.80 sf
SOIL BEARING PRESSURE (DL +LL) = 790 psf
FACTORED SBP = 1.4D +1.7L = 1,304 psf
SOIL BEARING PRESSURE (DL +LL +E) =
FACTORED SBP = 0.75(1.4D + 1.7L + 1.7(1.1E)) =
REQUIRED LOADED AREA RADIUS = 13.19 in
CHECK BENDING:
Mu = (1.74 * 9.19 "2) /(2 * 12) = 6.1 in k/ft = 0.51 ft-k/ft
FOR PLAIN CONCRETE: S = (bd ^2)/6 = 171.125 in3 Ft = 1.6(fc)A0.5 = 87.6
ft = M/S = 35.8 psi < 87.6 psi OK
SLAB "BEAM ACTION" CALCULATIONS
F = (b *d^2)/12,000 = 0.0601
Ku = Mu /F = 8.49
Ku= 4f'ccw(1 -.59w)
Cu = 0.0033
p REQ'D= w *(fc/fy)=
pMIN = 200 /fy =
SET p = 4/3 *p =
Ast REQ'D =pbd=
Ast PROVIDED
(IN 1 FT WIDTH) _
CHECK PUNCHING SHEAR:
bo =
BY: BAO / REV. A / 10.19.93
0.0003
0.0050
0.0003
0.03 inA2
1,333 psf
1,740 psf
0.12 inA2 > 0.03 inA2 OK
2 * [(8.00 + 7.75) + (8.00 + 7.75)] = 63.00 in
Vu = 1.4D +1.7L = 4.95 k
Vu = 0.75(1.4D + 1.7L + 1.7(1.1E)) =
OVo = 0.85 (4) T bod =
90.92 k
JOB NO. 160241 - 00
DATE 6/6/97 SHEET I9, OF
REVD 6/6/97
6.60 k <--- GOVERNS
6.60 OK
2/2 FILENAME: PR160241.XLS 6/6/97 2:05 PM
COMPONENT
PER SHELF CAPACITY
BEAM
3872
BEAM WELD
1403
COLUMN
3286
• BASE PLATE
4369
SLAB
3347
BOLT
5950
PROJECT RELOCATE FINANCE PROP. MNGMT.
. .**L44.fts
I BIIDG 21-04 B/5-H/8
SLAB CHECK
BOEING
FACILITIES
P. 0. Box 3707
Seattle, Washington 98124-2207
Mail Stop: 46-87
FIG. BY JBURKS CHECKED BY
RACK CAPACITY =
BY: BAO / REV. Al 12.4.93
1000 LBS PER SHELF
JOB NO. KSC-9-93018
DATE 5/7/97 SHEET OF
REVD 6/6/97
1/1 FILENAME: PR160241.XLS 6/6/97 2:05 PM
_)
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mall Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
PALLET RACK GEOMETRY
NUMBER OF SHELVES = 5 (MUST BE < 8)
IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT)
TO ZERO AS REQUIRED.
SHELF
SPACING = 23"
SHELF
SPACING = 23"
SHELF
SPACING = 23"
SHELF
SPACING = 25"
SHELF
SPACING = 85"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/5 /97 SHEET Zl, OF,
REVD 6/6 /97
BEAM SPAN = 168"
SHELF BASE
SET SHELF HEIGHTS
BELOW TO ZERO
BEAM SPAN = 168"
1/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
LEVEL
D hx (in)
hx (in)
wx (k)
wxhx
wxhx
Fx (k)
wxhx
23
179
CD CO CD C CD
0 0 0 0 cs000
107.4
0.270
0.049
23
156
93.6
0.235
0.042
23
133
79.8
0.201
0.036
25
110
66
0.166
0.030
•
85
85
51
0.128
0.023
0
0
0
0.000
0.000
0
0
0
0.000
0.000
0
0
0
0.000
0.000
I TOTALS
3
397.8
1.000
0.180
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stop: 46-87
•
v5i'1 ?n
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM LOADS
SHELF DL =
SHELF LL =
MOMENT AT CENTER OF BEAMS:
ASSUME 20% FIXITY AT ENDS FOR DETERMINING
THE MOMENT AT THE CENTER OF BEAMS.
MDL = W * (80 %) _ (80 %) * (0.100 * 168 / 8) k -in =
Mu .= W * (80 %) _ (80 %) * (0.500 * 168 / 8) k -in =
MOMENT AT END OF BEAMS:
MDL = W * (2a� /o) = (20 %) * (0.100
Mu. = WLLL * (2CP/o) = (20 %) * (0.500
8
SEISMIC LOADING - LONGITUDINAL DIRECTION
V_ ZIC x W
Rw
Z = 0.3
I= 1
C = 2.75
W = 5* (200 + 1000/2)/1000 = 3.5 k (FOR BOTH SIDES OF RACK)
V= 0.1031 W= 0.361 k
LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONLY)
BY: BAO / REV. C / 11.03.93
200 LB /SHELF =
1000 LB /SHELF =
100 LB /BEAM
500 LB /BEAM
*168 /8)k -in=
*168 /8)k-in=
JOB NO. 160241 -00
DATE 6/5 /97 SHEET 22 OF
REV'D 6/6 /97
1.68 k -in
8.4 k -in
0.42 k -in
2.1 k -in
Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
2 <-- - -TYPE 1 FOR 100% LL.; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
2/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
0.28 k -in
0.01 k
m =
v = 0.049 k
m = 0.56 k -in
V =
0.804 k -in
0.015 k
m =
v = 0.091 k
m = 1.049 k -in
v =
1.257 k -in
0.02 k
m =
V = 0.127 k
m = 1.465 k -in
v =
1.716 k -in
0.103 k
m=
v = 0.157 k
m = 1.967 k -in
V =
8.653 k -in
Ok
m =
V = 0.18k
m = 15.34 k -in
v=
0 k -in
Ok
m =
v = O
m = 0 k -in
V=
O k -in
Ok
m=
v= Ok
m= 0 k -in
v=
0 k -in
m =
v= O
m= 0 k -in
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Ston: 48.87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING
BASE FIXITY: TYPE "2" IF BASE IS FIXED;
TYPE "1" IF BASE IS PINNED > 1
0.049 k
0.042 k
0.036 k
0.03 k
0.023 k
Ok
—> FLOOR
SLAB
Ok
Ok
BY: BAO / REV. C / 11.03.93
v= 0.003 k
m=
V=
m=
v=
m=
V=
m=
V=
m=
V=
m=
V=
V=
m=
JOB NO. 160241 -00
DATE 6/5 /97 SHEET ?73 OF
REVD 6/6 /97
Pd +I +s = 3 k
v= 0.003 k
0.28 k -in
0.01 k
0.804 k -in
0.015 k
1.257 k -in
0.02 k
1.716 k -in
0.103 k
8.653 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
3/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 98124-2207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
BEAM LOADS -
VERTICAL LOAD = 600 lb /beam
Md +I CENTER = 10.08 k -in
Md +I END = 2.52 k -in
Mseismic = 8.65 k -in
Md +I +s END = 11.17 k -in
L= 168"
TRY 377B BEAM
BY: BAO / REV. C / 11.03.93
Fy = 42 ksi
Sx = 2.36 inA3
Ix = 7.349 inA4
Fb = 0.6 * Fy = 25.2 ksi
M all = Sx *Fb = 2.36 * 25.2 = 59.47 k -in >= 10.08 OK
CHECK SEISMIC -
(4/3) * Mall = 79.3 k -in >= 11.17 OK
CHECK DEFLECTION -
Amax = 1/ 180 = 0.933 in
5 w 1 _
A 80 ` 384E1
CHECK END CONNECTION-
WELD TYPE: A
0.17 in <= 0.933 OK
PLATE CAPACITY: 36.29 "k > 11.17 OK
JOB NO. 160241 -00
DATE 6/5 /97 SHEET2t OF
REVD 6/6 /97
WELD CAPACITY: 14.80 "k > 11.17 OK ( -24% UNDERSTRESS
CONDITION)
PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.105 "
4/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
V wxhx
12 "
219.65
N N N N N O O O
263.58
0.703
0.145
31.85
0 "
179.40
35.88
0.096
0.020
3.54
0 "
152.95
30.59
0.082
0.017
2.57
0 "
126.50
25.30
0.067
0.014
1.76
1
0 "
97.75
19.55
0.052
0.011
1.05
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
I TOTALS
6
2
374.90
1.000
0.206
40.78
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
V wxhx
12 "
219.65
N N N N N O O OI
263.58
0.253
0.122
26.74
12 "
193.20
231.84
0.223
0.107
20.69
12 "
166.75
200.10
0.192
0.092
15.41
13 "
141.45
169.74
0.163
0.078
11.09
1
43 "
147.20
176.64
0.170
0.082
12.01
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
I TOTALS
6
1041.9
1.000
0.481
85.94
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION
ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION
V_ ZIC x W
Rw
Z= 0.3
I= 1
C = 2.75
Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
BY: BAO / REV. C / 11.03.93
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W1 = 5* (200 + 1000/2)/1000 =
V1 = 0.1375 W= 0.481 k
W2 = [(5 * 200) + 1000/21/1000 =
V2 = 0.1375 W = 0.206 k
LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
JOB NO. 160241 -00
DATE 6/5 /97 SHEETaOF
REV'D 6/6 /97
3.5 k (ALL SHELVES LOADED)
(PER UPRIGHT FRAME)
1.5 k (ONLY TOP SHELF LOADED)
(PER UPRIGHT FRAME)
5/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 98124-2207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONTI
ALL SHELVES LOADED
0.12 k SHELF DEPTH = 40 in
12"
12"
0.11 k
0.09 k
12" >
0.08 k
13" - >
•
0.08 k
4 3" "' )
0.00 k
0"
SHELF BASE - SLA
0.00 k
0"
0.00 k
0 " "' >
Ps = 85.94 / 40
= 2.15 k
BY: BAO / REV. C / 11.03.93
P= 1200 lb
P= 1200 lb
P= 1200 lb
P= 1200 lb
P= 1200 lb
B
Ps= 85.94/40
= 2.15 k
Pd= 0.5 k Pd= 0.5 k
PI = 2.5 k PI = 2.5 k
0.15 k
12" " >
0.02 k
0.02 k
0.01 k
0.01 k
0.00 k
SHELF BASE - SL
0.00 k
0.00 k
Ps = 40.78 / 40
= 1.02 k
JOB NO. 160241 - 00
DATE 6/5 /97 SHEET OF
REVD 6/6 /97
ONLY TOP SHELF LOADED
SHELF DEPTH = 40 in
P= 1200 lb
P= 200 lb
P= 200 lb
P= 200 lb
P= 200 lb
B
Ps = 40.78 / 40
= 1.02 k
Pd = 0.5 k Pd = 0.5 k
P1= 0.5 k PI = 0.5 k
6/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
ONLY TOP SHELF LOADED
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 -00
DATE 6/5 /97 SHEET /// OF
REVD 6/6 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P(DL)= 0.50k
P (LL) = 2.50 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 3.00 k
M (SEISMIC) = 15.34 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 2.15 k
P (TOTAL) = 5.15 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241.XLS 6/6/97 2 :22 PM
ALL SHELVES LOADED
ONLY TOP SHELF LOADED
MAXIMUM DOWNWARD LOAD (k) =
2.15 + 0.5 + 2.5 =
5.15
1.02 + 0.5 + 0.5 =
2.02
FACTOR OF SAFETY
AGAINST OVERTURNING =
(0.5 + 2.5/2)/ 2.15 =
0.81
(0.5 + 0.5/2)/ 1.02 =
0.74
< 1.5
NG
< 1.5
NG
BASE UPLIFT LOAD TO BE
RESISTED BY ANCHOR BOLTS (k) =
(1.5 *2.15) -0.50- 2.50/2 =
1.47
(1.5 *1.02)- 0.50 - 0.50/2=
0.78
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 -00
DATE 6/5 /97 SHEET /// OF
REVD 6/6 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P(DL)= 0.50k
P (LL) = 2.50 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 3.00 k
M (SEISMIC) = 15.34 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.50 k
P (LL) = 2.50 k
P (SEISMIC) = 2.15 k
P (TOTAL) = 5.15 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241.XLS 6/6/97 2 :22 PM
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
COLUMN DESIGN (CONT)-
TRY LM30
BY: BAO / REV. C / 11.03.93
FIG. BY JBURKS CHECKED BY
Fy = 42 ksi
Lx = 39 in
Ly = 48 in
Kx = 1.5 (LONGITUDINAL)
Ky = 1 (TRANSVERSE)
A = 0.8 inA2
Ix = 1.338 inA4
rx = 1.294 in
ry = 1.098 in
Sx = 0.893 inA4
Sy = 0.604 inA4
C, 2F2 E = 116.7
v
(kI /r)x = 45.22 < GOVERNS
JOB NO. 160241 -00
DATE 6/5 /97 SHEET2.,OF
REVD 6/6 /97
(kI /r)y = 43.72
Fa = 21.53 ksi
Pa= 17.22k
FOR LONGITUDINAL SEISMIC LOADING -
Fb = 0.6 *Fy = 25.2 ksi
Ma = Fb *Sx = 22.49 k -in
P /Pa + M /Ma = (3/17.22) + (15.34/22.49) = 0.856 < 1.33 OK
FOR TRANSVERSE SEISMIC LOADING -
P /Pa = (5.15/17.22) = 0.299 < 1.33 OK
CHECK DL + LL -
P /Pa = (3.00/17.22) = 0.174 < 1.00 OK
8/8 FILENAME: PR160241.XLS 6/6/97 2:22 PM
QLDG 21 -04 B /5 -H /8
BEAM WELD CAPACITY
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mail Stop: 46-87
•
.. ..........+.. ...+.r....w+.Y�.�..ru�..bxrwuuf an.n.v.rnli�MMMnY�::'tN..kM
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM & WELD GEOMETRY
BEAM: 377B
WELD THICKNESS = 0.125"
EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088"
WELD TYPE = A
(1)
ITEM
1
2
3
4
5
6
TOTALS
1.63"
4.38"
A=
Y=
I=
St =
Sb =
r=
COG Y= 2.65738 in
0.917 in2
2.65738 in
2.355 in4
0.705 in3
0.886 in3
1.603 in
0.88"
X
4
2.75"
1.88"
3
ALLOWABLE SHEAR = 21.00 ksi * 0.92 = 19.26 k
ALLOWABLE BENDING = 21.00 ksi * 0.70 = 14.80 "k
JOB NO. 160241 -00
DATE 6/6/97 SHEET 2/ OF
REV'D 6/6/97
6.00"
(2) (3) (4) (5) (6) (7) (8) (9) (10)
HEIGHT WIDTH y A Ay (bhA3)/12 d AdA2 (7) + (9)
0.000 0.088 5.188 0.000 0.000 0.000 2.530 0.000 0.000
4.375 0.088 2.188 0.387 0.846 0.617 -0.470 0.085 0.702
6.000 0.088 3.000 0.530 1.591 1.591 0.343 0.062 1.653
0.000 0.088 0.000 0.000 0.000 0.000 -2.657 0.000 0.000
0.000 0.088 4.375 0.000 0.000 0.000 1.718 0.000 0.000
0.000 0.088 6.000 0.000 0.000 0.000 3.343 0.000 0.000
0.917 2.437 2.208 0.148 2.355
ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.00 = 21 ksi
BY: BAO / REV. A / 11.13.93 1/1 FILENAME: PR160241.XLS 6/6/97 2:22 PM
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
PALLET RACK GEOMETRY
NUMBER OF SHELVES = 3 (MUST BE < 8)
IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT)
TO ZERO AS REQUIRED.
SHELF
SPACING = 43"
SHELF
SPACING = 43"
SHELF
SPACING = 103"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/9 /97 SHEET{ OF
REV'D 6/9 /97
BEAM SPAN = 168"
SHELF BASE
SET SHELF HEIGHTS
BELOW TO ZERO
BEAM SPAN = 168"
1/8 FILENAME: PR160241.XLS 6/9/97 1:43 PM
LEVEL
D hx (in)
hx (in)
wx (k)
wxhx
wxhx
Fx (k)
E wxhx
43
189
0 ;00000 O'
113.4
0.432
0.047
43
146
87.6
0.333
0.036
103
103
61.8
0.235
0.025
0
0
0
0.000
0.000
0
0
0
0
0.000
0.000
0
0
0
0.000
0.000
0
0
0
0.000
0.000
0
0
0
0.000
0.000
TOTALS
1.8
262.8
1.000
0.108
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stop: 46-87
cfi
•
JOB NO. 160241 -00
FIG. BY JBURKS CHECKED BY DATE 6/9 /97 SHEET 3g_ OF
REVD 6/9 /97
PROJECT RELOCATE FINANCE PROP. MNGMT.
BEAM LOADS
SHELF DL =
SHELF LL =
200 LB /SHELF =
1000 LB /SHELF =
100 LB /BEAM
500 LB /BEAM
MOMENT AT CENTER OF BEAMS:
ASSUME 20% FIXITY AT ENDS FOR DETERMINING
THE MOMENT AT THE CENTER OF BEAMS.
MDL = WDLL *(80%)= (80 %) * (0.100 * 168 / 8) k -in =
MLL = W 8`� *(80 %) = (80 %) * (0.500 * 168 / 8) k -in =
1.68 k -in
8.4 k -in
MOMENT AT END OF BEAMS:
MDL = WgLL * (2O /o) _ (20 %) * (0.100 * 168 / 8) k -in = 0.42 k -in
Mu_ = WLLL *k20 = (20 %) * (0.500 * 168 / 8) k -in = 2.1 k -in
SEISMIC LOADING - LONGITUDINAL DIRECTION
ZIC
V_ x
Rw
Z = 0.3
I= 1
C = 2.75
Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
BY: BAO /REV. C/11.03.93
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W = 3* (200 + 1000/2)/1000 = 2.1 k (FOR BOTH SIDES OF RACK)
V= 0.1031 W= 0.217 k
LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL
2/8 FILENAME: PR160241.XLS 6/9/971:43 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
1.393 k -in
0.077 k
Mall Stop: 46-87
0.502 k -in
0.017 k
v =
m =
m =
0.047 k
1.005 k -in
v =
1.393 k -in
0.077 k
V =
m =
m =
0.083 k
1.781 k -in
v =
6.467 k -in
Ok
v =
m=
m =
0.108 k
11.15k -in
v=
0 k -in
Ok
v=
m=
m =
Ok
0 k -in
v=
0k -in
Ok
v =
m=
m=
Ok
0 k -in
v=
0 k -in
Ok
v=
m =
m=
Ok
0 k -in
v=
0 k -in
O k
V =
m=
m=
Ok
0 k -in
v=
0 k -in
v=
m=
m=
Ok
0 k -In
RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING
BASE FIXITY: TYPE "2" IF BASE IS FIXED;
TYPE "1" IF BASE IS PINNED > 1
0.047 k
0.036 k
0.025 k
0k v=
SET SHELF m =
BELOW TO ZERO
0k
Ok
Ok
Ok
BY: BAO / REV. C / 11.03.93
v = 0.006 k
m =
V=
m=
v
m=
v=
m =
v=
m =
v=
m =
V=
m =
JOB NO. 160241 -00
DATE 6/9 /97 SHEET', 3 OF
REVD 6/9 /97
Pd +I +s = 1.8 k
v= 0.006 k
0.502 k -in
0.017 k
1.393 k -in
0.077 k
6.467 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
3/8 FILENAME: PR160241.XLS 6/9/97 1:43 PM
*, •
•
•
BLDG 21-04 B/5-H/8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
BEAM LOADS -
VERTICAL LOAD = 600 lb/beam
Md+I CENTER = 10.08 k-in
Md+I END = 2.52 k-in
Mseismic = 6.47 k-in
Md+I+s END = 8.99 k-in
L= 168"
TRY LBC 5() BEAM
Fy = 42 ksi
Sx = 1.766 inA3
lx = 4.644 inA4
BY: BAO / REV. C / 11.03.93
Fb = 0.6 * Fy = 25.2 ksi
M all = Sx*Fb = 1.7655 * 25.2 = 44.49 k-in >= 10.08 OK
CHECK SEISMIC -
(4/3) * Mall = 59.32 k-in >= 8.99 OK
CHECK DEFLECTION -
A max = 1/180 = 0.933 in
5N/1
Aact = 384E1 0.28 in <= 0.933 OK
CHECK END CONNECTION-
WELD TYPE: A
num. a.u.lurstor..000.11.3,1.10
PLATE CAPACITY: 36.29 "k > 8.99 OK
JOB NO. 160241-00
DATE 6/9 /97 SHEET l4 OF
REV'D 6/9 /97
WELD CAPACITY: 13.31 "k > 8.99 OK (-32% UNDERSTRESS
CONDITION)
PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS; 0.105 "
4/8 FILENAME: PR160241.XLS 619/971:43 PM
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
'' wxhx
22 "
242.65
O O O O O N N N
291.18
0.836
0.126
30.67
22 "
167.90
33.58
0.096
0.015
2.45
52 "
118.45
23.69
0.068
0.010
1.22
0 "
0.00
0.00
0.000
0.000
0.00
0
0
0.00
0.00
0.000
0.000
0,00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
I TOTALS
3.6
1.6
348.45
1.000
0.151
34.33
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
E wxhx
22 "
242.65
N N No (Do O O
291.18
0.395
0.114
27.68
22 "
193.20
231.84
0.315
0.091
17.55
52 "
178.25
213.90
0.290
0.084
14.94
0 "
0.00
0.00
0.000
0.000
0.00
0
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
I TOTALS
3.6
736.92
1.000
0.289
60.18
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mall Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION
ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION
V _ ZIC x W
Rw
Z = 0.3
I= 1
C = 2.75
Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/9 /97 SHEET! f OF
REV'D 6/9 /97
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W1 = 3* (200 + 1000/2)/1000 = 2.1 k (ALL SHELVES LOADED)
V1 = 0.1375 W = 0.289 k (PER UPRIGHT FRAME)
W2 = [(3 * 200) + 1000/20000 = 1.1 k (ONLY TOP SHELF LOADED)
V2 = 0.1375 W = 0.151 k (PER UPRIGHT FRAME)
LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
5/8 FILENAME: PR160241.XLS 6/9/97 1:43 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Ston: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
ALL SHELVES LOADED
0.11 k SHELF DEPTH = 40 in 0.13 k
22" > IP 22"
•
0.09 k
22"
0.08 k
52" "� >
0.00 k
0 „
SHELF BASE - SLA
0.00k
0 " .,
0.00 k
0 "
0.00 k
0"
0.00 k
0 " >
Ps= 60.18/40
= 1.50 k
P= 1200 lb
P= 1200 lb
P=
1200 lb
B
Ps= 60.18/40
= 1.50 k
Pd= 0.3k Pd= 0.3k
PI= 1.5 k PI= 1.5 k
BY: BAO / REV. C / 11.03.93
0.01 k
0.01 k
0.00 k
SHELF BASE - SLA
0.00 k
0.00 k
0.00 k
0.00 k
Ps= 34.33/40
= 0.86 k
JOB NO. 160241 -00
DATE 6/9 /97 SHEET 0 OF
REV'D 6/9 /97
ONLY TOP SHELF LOADED
SHELF DEPTH = 40 in
P= 1200 lb
P= 200 lb
P= 200 lb
B
a-
a-
a-
a-
Ps34.33/40
= 0.86 k
Pd= 0.3k Pd= 0.3k
PI= 0.5k PI= 0.5k
6/8 FILENAME: PR160241.XLS 6/9/971:43 PM
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mall Stoo: 48-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 -00
DATE 6/9 /97 SHEET'3/7 OF
REVD 6/9 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P (DL) = 0.30 k
P (LL)= 1.50k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 1.80 k
M (SEISMIC) = 11.15 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.30 k
P (LL) = 1.50 k
P (SEISMIC) = 1.50 k
P (TOTAL) = 3.30 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241,XLS 6/9/97 1:43 PM
ALL SHELVES LOADED
ONLY TOP SHELF LOADED
MAXIMUM DOWNWARD LOAD (k) =
1.5 + 0.3 + 1.5 =
3.30
0.86 + 0.3 + 0.5 =
1.66
FACTOR OF SAFETY
AGAINST OVERTURNING =
(0.3 + 1.5/2)/ 1.5 =
0.70
(0.3 + 0.5/2)/ 0.86 =
0.64
< 1.5
NG
< 1.5
NG
BASE UPLIFT LOAD TO BE
RESISTED BY ANCHOR BOLTS (k) =
(1.51.50) -0.30- 1.50/2 =
1.21
(1.5"0.86)- 0.30 - 0.50/2=
0.74
BLDG 21 -04 B/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mall Stoo: 48-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 -00
DATE 6/9 /97 SHEET'3/7 OF
REVD 6/9 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P (DL) = 0.30 k
P (LL)= 1.50k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 1.80 k
M (SEISMIC) = 11.15 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.30 k
P (LL) = 1.50 k
P (SEISMIC) = 1.50 k
P (TOTAL) = 3.30 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241,XLS 6/9/97 1:43 PM
BLDG 21-04 B/5-H/8
PALLET RACK DESIGN
BOEING
FACILITIES
P. 0. Box 3707
Seattle, Washington 981242207
Mail Stoo: 46-87
PROJECT
RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
COLUMN DESIGN (CONT)-
.
BY: BAO / REV. C /11.03,93
Fb = 0.6*Fy =
P/Pa = (3.3/17.22) =
CHECK DL + LL -
P/Pa = (1.80/17.22) =
Fy = 42 ksi
Lx = 39 in
Ly = 48 in
Kx = 1.5 (LONGITUDINAL)
Ky = 1 (TRANSVERSE)
A = 0.8 inA2
Ix = 1.338 lett
rx = 1.294 in
ry = 1.098 in
Sx = 0.893 inA4
Sy = 0.604 inA4
C = 1 27E2E = 116.7
F
(kI/r)x = 45.22 <- GOVERNS
(kI/r)y = 43.72
Ma = Fb*Sx = 22.49 k-in
FOR TRANSVERSE SEISMIC LOADING -
0.105 < 1.00 OK
JOB NO. 160241-00
DATE 6/9 /97 SHEET OF
REVD 6/9 /97
8/8 FILENAME: PR160241.XLS 6/9/97 1:43 PM
Fa = 21.53 ksi
Pa= 17.22 k
6
FOR LONGITUDINAL SEISMIC LOADING -
25.2 ksi 0.6 <
P/Pa + M/Ma = (1.8/17.22) + (11.15/22.49) = 1.33 OK
0.192 < 1.33 OK
BLDG 21 -04 B /5 -H /8
BEAM WELD CAPACITY
I BOEING P. O. Box 3707
FACILITIES Seattle, Washington 98124 -2207
Mail Stop: 46-87
Y
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM & WELD GEOMETRY
BEAM: LBC50
WELD THICKNESS = 0.125"
EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088"
WELD TYPE = A
(1)
ITEM
1
2
3
4
5
6
TOTALS
1.50"
3.50"
V
COG Y= 2.191176 in
BY: BAO / REV. A / 11.13.93
A = 0.751 in2
Y = 2.191176 in
I = 1.339 in4
St = 0.477 in3
Sb = 0.611 in3
r = 1.335 in
0.88"
X
4
1.88"
3
k
2.75"
(2) (3) (4) (5) (6) (7) (8) (9) (1 0)
HEIGHT WIDTH y A Ay (bh ^3)/12 d AdA2 (7) + (9)
0.000 0.088 4.250 0.000 0.000 0.000 2.059 0.000 0.000
3.500 0.088 1.750 0.309 0.541 0.316 -0.441 0.060 0.376
5.000 0.088 2.500 0.442 1.105 0.921 0.309 0.042 0.963
0.000 0.088 0.000 0.000 0.000 0.000 -2.191 0.000 0.000
0.000 0.088 3.500 0.000 0.000 0.000 1.309 0.000 0.000
0.000 0.088 5.000 0.000 0.000 0.000 2.809 0.000 0.000
0.751 1.646 1.237 0.102 1.339
ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.33 = 27.93 ksi
ALLOWABLE SHEAR = 27.93 ksi * 0.75 = 20.98 k
ALLOWABLE BENDING = 27.93 ksi * 0.48 = 13.31 "k
JOB NO. 160241 -00
DATE 6/9/97 SHEET 9 OF
REV'D 6/9/97
5.00"
1/1 FILENAME: PR160241.XLS 6/9/97 1:43 PM
BLDG 21-04 B/5-H/8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mail Stoo: 46-87
INANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
PALLET RACK GEOMETRY
SHELF
SPACING = 25"
• SHELF
SPACING = 29"
SHELF
SPACING = 35"
SHELF
SPACING = 95"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
SHELF
SPACING = 0"
BY: BAO / REV. C /11.03.93
JOB NO. 160241-00
DATE 6/9 /97 SHEET II I OF
REV'D 6/9 /97
NUMBER OF SHELVES = 4 (MUST BE < 8)
IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT)
TO ZERO AS REQUIRED.
BEAM SPAN = 120"
SHELF BASE
SET SHELF HEIGHTS
BELOW TO ZERO
BEAM SPAN = 120"
1/8 FILENAME: PR160241.XLS 8/9/97 2:21 PM
LEVEL
D hx (in)
hx (in)
wx (k)
wxhx
wxhx
Fx (k)
wxhx
stMNe -0000
25
184
0.45
82.8
0.324
0.037
29
159
0.45
71.55
0.280
0.032
35
130
0.45
58.5
0.229
0.026
95
95
0.45
42.75
0.167
0.019
0
0
0
0
0.000
0.000
0
0
0
0
0.000
0.000
0
0
0
0
0.000
0.000
0
0
0
0
0.000
0.000
TOTALS
1.8
255.6
1.000
0.113
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mall Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT. JOB NO 160241 - 00
FIG. BY JBURKS CHECKED BY DATE 6/9 /97 SHEET fl/OF
REV'D 6/9 /97
BEAM LOADS
SHELF DL =
SHELF LL =
BY: BAO / REV. C / 11.03.93
200 LB /SHELF =
700 LB /SHELF =
100 LB /BEAM
350 LB /BEAM
MOMENT AT CENTER OF BEAMS:
ASSUME 20% FIXITY AT ENDS FOR DETERMINING
THE MOMENT AT THE CENTER OF BEAMS.
MDL = W8LL *(80%).= (80 %) * (0.100 * 120 / 8) k -in =
MLL = W 8 LL *( % ) = (80 %) * (0.350 * 120 / 8) k -in =
1.20 k -in
4.2 k -in
MOMENT AT END OF BEAMS:
MDL = W * (2O /o) _ (20 %) * (0.100 * 120 / 8) k -in = 0.30 k -in
MLL = W8LL *(2�/o) = (20 %) * (0.350 * 120 / 8) k -in = 1.1 k -in
SEISMIC LOADING - LONGITUDINAL DIRECTION
V _ ZIC x W
Rw
Z = 0.3
I= 1
C = 2.75
Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W = 4* (200 + 700/2)/1000 = 2.2 k (FOR BOTH SIDES OF RACK)
V = 0.1031 W = 0.227 k
LATE
2/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
0.23 k -in
0.012 k
m =
V = 0.037 k
m = 0.459 k -in
v =
0.726 k -in
0.022 k
m =
v = 0.069 k
m = 0.993 k -in
v =
1.323 k -in
0.104 k
m =
v = 0.094 k
m = 1.653 k -in
V =
6.215 k -in
Ok
m =
V = 0.113 k
m = 10.78 k -in
v=
0 k -in
Ok
m=
v= Ok
m= 0 k -in
v=
0 k -in
0k
m =
v= Ok
m= 0 k -in
V=
0 k -in
O k
m=
v= Ok
m= 0 k -in
v=
• 0 k -in
m =
v= Ok
m= 0 k -in
BLDG 21 -04 8/5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BASE FIXITY: TYPE "2" IF BASE IS FIXED;
TYPE "1" IF BASE IS PINNED - - - -> 1
Ok
Ok
Ok
BY: BAO / REV. C / 11.03.93
v=
m =
v=
m =
0.019 k v =
m=
Ok v
SET SHELF m =
BELOW TO ZERO
v= 0.004k
m=
V=
m:
v=
m:
V=
m:
JOB NO. 160241 -00
DATE 6/9 /97 SHEET 41../OF
REVD 6/9 /97
Pd +I +s = 1.8 k
v= 0.004k
0.23 k -in
0.012 k
0.726 k -in
0.022 k
1.323 k -in
0.104 k
6.215 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
Ok
0 k -in
3/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124 -2207
Mail Stoo: 46-87
I
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - LONGITUDINAL DIRECTION (cont)
BEAM LOADS -
VERTICAL LOAD = 450 lb /beam
Md +I CENTER = 5.40 k -in
Md +I END = 1.35 k -in
Mseismic = 6.21 k -in
Md +I +s END = 7.56 k -in
L= 120"
BY: BAO / REV. C /11.03.93
Fy = 42 ksi
Sx = 0.948 inn
Ix = 2.051 iO4
Fb = 0.6 * Fy = 25.2 ksi
M all = Sx *Fb = 0.9481 * 25.2 = 23.89 k -in >= 5.40 OK
CHECK SEISMIC -
(4/3) * Mall = 31.86 k -in >= 7.56 OK
CHECK DEFLECTION -
Amax = 1/ 180 = 0.667 in
5w1
act = 384E1 0.17 in <= 0.667 OK
CHECK END CONNECTION-
WELD TYPE: A
JOB O. 160241 - 00
DATE 6/9 /97 SHEET /1.1.0F
REVD 6/9 /97
WELD CAPACITY: 8.09 "k > 7.56 OK (-7% UNDERSTRESS
CONDITION)
PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.105 "
PLATE CAPACITY: 36.29 "k
> 7.56 OK
4/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
'' wxhx
13 "
226.55
O) N N N O O O O
O O O O
203.90
0.698
0.110
25.00
0 "
182.85
36.57
0.125
0.020
3.62
0 "
149.50
29.90
0.102
0.016
2.42
0 "
109.25
21.85
0.075
0.012
1.29
0
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0,00
TOTALS
3.6
1.5
292.22
1.000
0.158
32.32
LEVEL
DIST BETW
COG &
SHELF TOP
1.15 *hx (in)
wx (k)
wxhx
wxhx
Fx (k)
Mot (k -in)
E wxhx
13 "
226.55
C) O C) 0 0 0 0 0
O O O O
1
203.90
0.298
0.090
20.39
15 "
200.10
180.09
0.263
0.080
15.91
18 "
170.20
153.18
0.224
0.068
11.51
48 "
164.45
148.01
0.216
0.065
10.75
0
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
0 "
0.00
0.00
0.000
0.000
0.00
TOTALS
3.6
685.17
1.000
0.303
58.56
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 981242207
Mail Stoo: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION
ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION
V_ ZIC xW
Rw
Z = 0.3
I= 1
C = 2.75
Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6)
2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS)
W1 = 4* (200 + 700/2)/1000 =
V1 = 0.1375 W = 0.303 k
W2 = [(4 * 200) + 700/21/1000 =
V2 = 0.1375 W = 0.158 k
LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED -
TRANSVERSE DIRECTION ONE BENT OF RACK ONL
BY: BAO / REV. C / 11.03.93
JOB NO. 160241 -00
DATE 6/9 /97 SHEETI L'OF
REV'D 6/9 /97
2.2 k (ALL SHELVES LOADED)
(PER UPRIGHT FRAME)
1.15 k (ONLY TOP SHELF LOADED)
(PER UPRIGHT FRAME)
5/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
BLDG 21 -04 B /5 -H /8
PALLET RACK DESIGN
BOEING
FACILITIES
P.O. Box 3707
Seattle, Washington 98124 -2207
Mail Stop: 46-87
0.09 k
13"
0.08 k
15"
0.07k
18 " >
0.07 k
48" >
0.00 k
0 " >
SHELF BASE - SLA
0.00 k
0 " >
0.00 k
0 " .. >
0.00 k
0" >
Ps = 58.56 / 40
= 1.46 k
BY: BAO / REV. C / 11.03.93
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
ALL SHELVES LOADED
SHELF DEPTH = 40 in
I
P= 900 lb
P= 900 lb
P= 900 lb
P= 900 lb
B
Ps = 58.56 / 40
= 1.46 k
Pd = 0.4 k Pd = 0.4 k
PI= 1.4 k PI= 1.4 k
0.11 k
13" "' >
0.02 k
0.02 k
0.01 k
0.00 k
SHELF BASE - SLA
0.00 k
0.00 k
0.00 k
Ps= 32.32/40
= 0.81 k
JOB NO. 160241 - 00
DATE 6/9 /97 SHEET* OF
REVD 6/9 /97
ONLY TOP SHELF LOADED
SHELF DEPTH = 40 in
P= 900 lb
P= 200 lb
P= 200 lb
P= 200 lb
B
J.
Ps= 32.32/40
= 0.81 k
Pd = 0.4 k Pd = 0.4 k
PI = 0.35 k PI = 0.35 k
6/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
LDG 21 -04 B/5-H/8
PALLET RACK DESIGN
I
ALL SHELVES LOADED
BOEING P. O. Box 3707
FACILITIES Seattle, Washington 98124 -2207
I
Mail Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 - 00
DATE 6/9 /97 SHEET 4(7 OF
REVD 6/9 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P (DL) = 0.40 k
P (LL) = 1.40 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 1.80 k
M (SEISMIC) = 10.78 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.40 k
P (LL) = 1.40 k
P (SEISMIC) = 1.46 k
P (TOTAL) = 3.26 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241.XLS 6/9/97 2 :21 PM
ALL SHELVES LOADED
ONLY TOP SHELF LOADED
MAXIMUM DOWNWARD LOAD (k) =
1.46 + 0.4 + 1.4 =
3.26
0.81 + 0.4 + 0.35 =
1.56
FACTOR OF SAFETY
AGAINST OVERTURNING =
(0.4 + 1.4/2)/ 1.46 =
0.75
(0.4 + 0.35/2)/ 0.81 =
0.71
< 1.5
NG
< 1.5
NG
BASE UPLIFT LOAD TO BE
RESISTED BY ANCHOR BOLTS (k) =
(1.5 *1.46) -0.40- 1.40/2 =
1.10
(1.5 *0.81) - 0.40 - 0.35/2=
0.64
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
SEISMIC LOADING - TRANSVERSE DIRECTION (CONT)
JOB NO. 160241 - 00
DATE 6/9 /97 SHEET 4(7 OF
REVD 6/9 /97
COLUMN DESIGN -
CASE 1: DL + LL + SEISMIC (LONGITUDINAL)
P (DL) = 0.40 k
P (LL) = 1.40 k
P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS)
P (TOTAL) = 1.80 k
M (SEISMIC) = 10.78 k -in
CASE 2: DL + LL + SEISMIC (TRANSVERSE)
P (DL) = 0.40 k
P (LL) = 1.40 k
P (SEISMIC) = 1.46 k
P (TOTAL) = 3.26 k
M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY)
BY: BAO / REV. C / 11.03.93
7/8 FILENAME: PR160241.XLS 6/9/97 2 :21 PM
BLDG 21-04 B/5-H/8
PALLET RACK DESIGN
BOEING
FACILITIES
P. O. Box 3707
Seattle, Washington 98124-2207
Mall Stop: 46-87
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
COLUMN DESIGN (CONT)-
TRY LM30
BY: BAO / REV. C / 11.03.93
Fy = 42 ksi
Lx= 39 in
Ly = 48 in
Kx = 1.5 (LONGITUDINAL)
Ky = 1 (TRANSVERSE)
A= 0.8 inA2
Ix = 1.338 inA4
Tx = 1.294 in
ry = 1.098 in
Sx = 0.893 inA4
Sy = 0.604 inA4
welbe•■••••48
JOB NO 160241-
DATE 6/9 /97 SHEET 4 OF
REV'D 6/9 /97
F
1 127c 2 E
= 116.7
(kl/r)x = 45.22 < GOVERNS
(kI/r)y = 43.72
Fa = 21.53 ksi
Pa= 17.22 k
FOR LONGITUDINAL SEISMIC LOADING -
Fb = 0.6*Fy = 25.2 ksi
Ma = Fb*Sx = 22.49 k-in
P/Pa + M/Ma = (1.8/17.22) + (10.78/22.49) = 0.584 < 1.33 OK
FOR TRANSVERSE SEISMIC LOADING -
P/Pa = (3.26/17.22) = 0.19 < 1.33 OK
CHECK DL + LL -
P/Pa = (1.80/17.22) = 0.105 < 1.00 OK
8/8 FILENAME: PR160241.XLS 6/9/97 2:21 PM
BLDG 21 -04 B /5 -H /8
BEAM WELD CAPACITY
I BOEING P. O. Box 3707
FACILITIES Seattle, Washington 981242207
Mail Stop: 46-87
. 1 '
•
PROJECT RELOCATE FINANCE PROP. MNGMT.
FIG. BY JBURKS CHECKED BY
BEAM & WELD GEOMETRY
BEAM: LBF404
WELD THICKNESS = 0.125"
EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088"
WELD TYPE = A
(1)
ITEM
1
2
3
4
5
6
TOTALS
1.50"
2.50"
BY: BAO / REV. A / 11.13.93
X
COG Y= 1.711538 in
A = 0.575 in2
Y = 1.711538 in
I = 0.663 in4
St = 0.290 in3
Sb = 0.387 in3
r = 1.074 in
4
2.75"
0.88" 1.88"
3
ALLOWABLE SHEAR = 27.93 ksi * 0.57 = 16.05 k
ALLOWABLE BENDING = 27.93 ksi * 0.29 = 8.09 "k
JOB NO. 160241 -00
DATE 6/9/97 SHEET l! q OF
REVD 6/9/97
4.00"
(2) (3) (4) (5) (6) (7) (8) (9) (1 0)
HEIGHT WIDTH y A Ay (bh ^3)/12 d AdA2 (7) + (9)
0.000 0.088 3.250 0.000 0.000 0.000 1.538 0.000 0.000
2.500 0.088 1.250 0.221 0.276 0.115 -0.462 0.047 0.162
4.000 0.088 2.000 0.354 0.707 0.471 0.288 0.029 0.501
0.000 0.088 0.000 0.000 0.000 0.000 -1.712 0.000 0.000
0.000 0.088 2.500 0.000 0.000 0.000 0.788 0.000 0.000
0.000 0.088 4.000 0.000 0.000 0.000 2.288 0.000 0.000
0.575 0.983 0.586 0.076 0.663
ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.33 = 27.93 ksi
1/1 FILENAME: PR160241.XLS 6/9/97 2 :21 PM
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1"rtC.rAKeaJ D •t¢L1 ►v1„(,
METAL TECH., INC. BEAM 56C r110..0 PR 0Pestr ' �
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DATE $
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Mr!: Ana. O,owM+*rows 4 IM
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NO REVISIQNS
SY
Ar
1.874
R-4
1
hi
Hi
r. • 2000 psi
r. . 3000 psi
r, ■ 4000 psi
r. ■ 6000 psi
Tension
S►sr
Tension
Snow
Tension
SMu
Tension
Wiese
SO• Yep.
*nth'
SP. gyp.
WIthoue
SP- IMP-
WNW
Sp• M'0.
Without'
&- in 5 0.
WW1'
Sp. Wen.
•
Without'
S0. Y'0.
WIWI
SO. ki84%
WIlhouti
Sp• WV-
S4sw
1 Vs
300
150
525
315
156
540
325
165
550
350
175
550
'/4
2
440
220
550
520
260
550
520
260
550
520
260
550
'/4
520
260
550
520
260
550
520
260
550
520.
260
550
3 / 6
3 /a
400
200
825
460
230
950
515
• 260
1.075
625
315
1.150 •
3 /a
3/4
1
875
440
1.250
1.025
515
1.250
1.175
590
1.250
1 .350
675
1.250
3 /a
3 /2
1.000
500
1.250
1.250
625
1.250
1.350
675
1.250
1 .350
675
1.250
1.100
th
800
400
1.700
1.000
500
1.740
1.200
- 600
1.775
1.250
625
2.085
1 /2
3
1.250
625
2.085
1.625
815
2.085
2.000
1.000
2.085
2.250
1.125
2.085
'4
6
1.375
690
2.085
1.765
880
2.085
2,150
1,075
2,085
2.550
1.275
2.085
3 /1
2
1,175
' 590
2.625
1.500
750
2.875
1.700
850
3.125
1.800
900
3.125
/a
4
1.750
875
3,125
2.250
1.125
3.125
2.750
1.375
3.125
3.000
1.500
3.125
3/4
7
2.250
1.125
3,125
2.825
1.415
3.125
3.425
1.715
3.125
. 1425
1.715
3.125
3 /4
3
1.450
725
2.700
1.825
915
3,100
2.200
1.100
3.500
2.450
1.225
4
3 /4
4
2.350
1.175
4,225
3,050
1,525
4.365
3.625
1.815
4.500
4.375
2.190
4.500
3 /4
8
2.750
1.375
4.500
3.625
1.815
4.500
4.250
2.125
4,500
4.800
2,400
4.500
1
4
2.925
1,465
5.700
3.625
1.815
6350
•4.325
2.165
7.000
4,500
2.250
7.000
1
6
4.125
2.065
7,000
6.000
3.000
7.000
6.750
3.375
7.000
6,875
3.440
7.000
I
9
5.250
2.625
7.000
7.500
3.750
7,000
8100
4.400
7.000
8.800.
, 4.400
7.000
dal
DEPTH
EASED.
(Maw)
I•, • 2000 psi
r, . 3003 psi
r • 4000 psI
r.. WOO pea
Tension
Tension
Sneer
Tension
TsnWsn
•
Sneer
Wiese
SO• Yep.
Volt o
S0. MO•
YrM '
Sp. MP•
Without'
Sp. YsO.
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rrMno,s"
Sp. Insp.
Witt e
Sp. Insp.
sp. pupa
S4sw
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250
125
400
310
155
400 .
360
180
400
440
220
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523
265
400
• 550
280
400
590
295
400
625
315
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33/4
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315
400
625
315
400
625
315
400
625
315
400
3 /a
1 /a
500
250
925
615
310
975
710
355
1.025
800
400
1,025
3/4
1
2'/_
1.125
563
1.100
1.210
605
1.100
1.290
645
1.100
1.450
725
1.100
3 /2
4
1.250
625
1.100
1.300
650
1.100
1.350
675
1.100
1,450
725
1.100
th
2
1.100
550
1.810
1.230
615
1.840
1.365
680
1.840
1.625
815
1.840
t /3
3'/3
1.750
875
1.840
2.000
1.000
1.840
2.250
1.125
.1.840
2.625
1.315
1.840
1 /2
6
1.950
975
1.840
2.165
1.080
1,840
2.375
1.190
1.840
2.625
1.315
1.840
3 4
2
1.500
750
2.875
1.750
875
2.875
2.000
1.000
2,875
2.500
1.250
2.875
3 /a
4
2.250
1.125
3.125
4670
1.335
3.125
3.090
1.545
3.125
3.925
1.465
3.125
5/4
7
3.000.
1.500
3.125
3.250
1.625
3.125
3.500
1.750
3,125
3.925
1.965
3.125
3 /4
3'/4
1.850
925
3.875
2.175
1.090
3.875
2500
1.250
3.875
3.000
1.500
3.875
3 / 4
4
2,750
1375
4.225
3.875
1.940
4.225
4.500
2.250
4,225
5.500
2,750
4,225
3 /4
8
3.750
1.875
4.225
4,625
2.315
4.225
5,500
2.750
4,225
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2,965
4.225
I
4'/s
3.125
1.565
6,625
3.800
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7.125
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2.190
7.625
5.250
2,625
8.625
I
6
5.000
2300
8.625
5.815
2,910 •8,625
6.6
3.315
8.625
8.250
4,125
8.625
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9
6.250
3.125
8.625
7.190
'3.595
8.625
.1
4.065
8.625
10.000
5.000
8.625
Page 3 of 4
P 1:
TABLE NO.11 -KB-1I CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (In Pounds)'.'
Report No. 46:
'The tabulated tension and Shear values are for anchors installed in none - aggregate concrete having the compressive strength at the time of installation. Concrete
aggregate must comply with U.B.0 Standard No. 26.2.
2 These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 306 of the code.
} These tension values are only applicable when the anchors are installed Without special inspection as set forth in Section 306 of the code.
titre tabulated values are for anchors installed a minimum of 12 anchor diameters on center for 100 percent efficiency. Spacing may be reduced to 6 anchor
diameters provided the values are 'educed 50 percent. Linear interpolation may be used for intermediate spacings.
TABLE NO.111 -AIS1 304 AND 316 STAINLESS STEEL KB-II ALLOWABLE TENSION AND SHEAR VALUES (In Pounds)'.'
L /
'The tabulated tension and shear values are for anchors installed ins one - aggregate concrete having the compressive strength at the time of installation. Concrete
aggregate must comply with U.B.C. Standard No. 26-2.
=These tension values arc only applicable when the anchors are installed with special inspection as set forth in Section 306 of the code.
"These tension values are only applicable when the anchors are installed without special inspection as set fonh in Section 306 of the code.
*The tabulated values are for anchors installed a minimum of 12 anchor diameters on center for 100 percent efficiency. Spacing may be reduced to 6 anchor
diameters provided the values are reduced 50 percent. Linear interpolation may be used for intermediate spacings.
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(In.)
Wcjt.
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Area
(In.2)
X - X AXIS
Y - Y AXIS
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y(In.)
I(In.
S(In.
r(In.)
x(In.)
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0.750
1.90
0.550
0.3697
0.2915
0.0137
1.0669
0 3066
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0 9066
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3 -7L16 x 2
0.070
0.750
2.42
0.713
1.0061
0.5570
1.1878
1.6337
0, 4517_
0.4209
0.7959
0 9269
3110
3 -5/16 x 2 -3/4
0.070
1.625
2.72
0.800
1.1316
0.6292
1.1091
1.5142
0.7945
0.5222
0.9964
1.2280
-MD.
4 33
_L625_
_2.24_
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_1,1121_
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0 0668
1.4304
1.9016
0,9850
0,6548
1,0431
1,2457
3348
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0,087
1,625
3,00
1,117_
2,,2065
1 057,_
1 4306
1,9006
1 1
0.7960
1.0356
1 2447
_ 1518.
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0.8628
1.0947
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0,087
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1.5890
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1.1196
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14
SECTION PROPERTIES FOR IDDI & SUMFE7t BEAMS
12 -20 -88
U)
al
■
ACTIVITY NUMBER
PROJECT NAME
D ARTMENT:
BUILDING DIVISI iz
UBLIC WORKS
• klPt• 1 -i -
COMPLETE
COMMENTS
REVIEWERS INITIAL
REVIEWERS INITIAL
Pe%rn c.00rasno c.op.
PLAN REVIEW /ROUTING SLIP
D97 -0208
BOEING #21 -04
CORRECTION DETERMINATION:
C:ROUTE -F
FIRE PREVENTION p
IAA" 11-1i ❑
STRUCTURAL
DETERMINATION OF COMPLETENESS: (T,Th)
NOT COMPLETE p
REVIEWERS INITIAL
DATE
APPROVALS OR CORRECTIONS: (ten days)
APPROVED p APPROVED W/ CONDITIONS p
DATE
DATE
DATE 6/26/97
PLANNING DIVISION 0
PER l -
MIT COORDINATOR
DUE DATE 7/01/97
NOT APPLICABLE p
TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED El
ROUTED BY STAFF p (If routed by staff, make copy to master file & enter Sierra.)
I
I
DUE DATE 7/15/97
NOT APPROVED (attach comments) p
DUE DATE
APPROVED APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0
(Certification of occupancy required. )
I
■
0M1 454 1+M1 +Yf + w•:✓�KV�.u.nw.!+C.F + "RSv
PLAN REVIEW / ROUTING SLIP
ACTIVITY NUMBER
PROJECT NAME BOEING 121 -04
DEPARTMENT:
BUILDING DIVISION r
El
PUBLIC WORKS
4
r,,,..a + vneuta r.. w
DETERM NATI N OF COMPLETENESS: (T,Th)
COMPLETE
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TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED E
ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
REVIEWERS INITIAL
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITIONS
REVIEWERS INITIAL
CORRECTION DETERMINATION:
APPROVED I 1 APPROVED W/ CONDITIONS
REVIEWERS INITIAL
C:ROUTE -F
I( er.M114VVINO•Ff
D97 -0208
NOT COMPLETE
FIRE PREVENTION :J PLANNING DIVISION
STRUCTURAL EI PERMIT COORDINATOR Q
DATE 7 -
DATE 1 17 q
DATE
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DATE 6/26/97
DUEDATE 7/01/97
NOT APPLICABLE n
DUE DATE 7/15/97
NOT APPROVED (attach comments)
DUE DATE
NOT APPROVED (attach comments) U
(Cettificadon of occupancy required. )
ACTIVITY NUMBER
PROJECT NAME
DEPARTMENT:
BUILDING DIVISION I
PUBLIC WORKS
COMPLETE Ej
COMMENTS •
REVIEWERS INITIAL
REVIEWERS INITIAL
REVIEWERS INITIAL
C:ROUTE -F
lJ
D97 -0208
PLAN REVIEW / ROUTING SLIP
BOEING #21 -04
1
DETERMINATION OF COMPLETENESS: (T,Th)
APPROVALS OR CORRECTIONS: (ten days)
CORRECTION DETERMINATION:
APPROVED 1 APPROVED W/ CONDITIONS
vseolo owns ,cetiNF etkl. itTekiV 9"#11,1".M.4aXatillt s PKOK1SMnhfhA2rotart
FIRE PREVENTION 111 PLANNING DIVISION El
STRUCTURAL PERMIT COORDINATOR 0
DATE
DATE
DATE
DATE 6/26/97
DUEDATE 7/01/97
NOT COMPLETE El • NOT APPLICABLE
- 7/07
TUES /TIiURS ROUTING: PLEASE ROUTE El NO FURTHER REVIEW REQUIRED--
ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
t
DUEDATE 7/15/97
APPROVED n APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) U
DUE DATE
NOT APPROVED (attach comments) 0
(Certification of occupancy required. )
'�fw�' �ait��Ys�'xtfis;:sJ•
DEPARTMENT:
BUILDING DIVISION
PUBLIC WORKS
COMPLETE n
COMMENTS •
REVIEWERS INITIAL
REVIEWERS INITIAL
C:ROUTE -F
V;'• ) 7,1 �w A.-.A.lo Yl7;ORFS;SKrArIl .` '!MliCtI S�'Uw "S"nFM
PLAN REVIEW / ROUTING SLIP
ACTIVITY NUMBER D97 -0208
PROJECT NAME BOEING 121 -04
4
DETERMINATION OF COMPLETENESS: (T,Th)
TUES /THT RS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED
ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
REVIEWERS INITIAL \J 1 - - �" — DATE 7 / °l 3
I,
1
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITIONS . NOT APPROVED (attach comments) Q
CORRECTION DETERMINATION:
APPROVED n APPROVED W/ CONDITIONS
t
DATE
DATE
•
ix
DUE DATE 7/01/97
NOT COMPLETE E NOT APPLICABLE El
DUE DATE 7/15/97
DATE 6/26/97
FIRE PREVENTION E PLANNING DIVISION .
STRUCTURAL El PERMIT COORDINATOR El
DUE DATE
NOT APPROVED (attach comments) 0
(Certificadon of occupancy required.
ACTIVITY NUMBER
PROJECT NAME
DEPARTMENT:
BUILDING DIVISION
PUBLIC WORKS ■
REVIEWERS INITIAL
APPROVED
C:ROUTE -F
PLAN REVIEW / ROUTING SLIP
D97 -0208
BOEING #21 -
CORRECTION DETERMINATION:
DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE n NOT COMPLETE
COMMENTS
APPROVALS OR CORRECTIONS: (ten days)
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FIRE PREVENTION E PLANNING DIVISION El
STRUCTURAL El PERMIT COORDINATOR Q
I
TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED
ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.)
APPROVED n APPROVED W/ CONDITIONS El NOT APPROVED (attach comments) ID
DATE
DATE 6/26/97
DUEDATE 7/01/97
NOT APPLICABLE El
DUE DATE 7/15/97
REVIEWERS INITIAL DATE
DUE DATE
APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) Q
(Certification of occupancy required. )
VICINITY MAP
99
19G COUNTY
AIRPORT mina OA)
FROM SEATTLE TACOMA AIRPORT
U EST i!✓dK#NL WAY
A 1E PA
99
BOuflG MOLUTARY A]PPLAWk!1ES � SEATT
00. 21 04 RELOCATE FAANCE PROPMaY MANN
FROM DON?ITONNI SEATTLE
599
TUKWILA
PROJECT
SITE
DEVELOPMENTAL CENTER
FROM KENT
& AUBURN
NC SCALE
157
EAST MARGINAL WAY CORPORATE PARK
BOEING DEVELOPMENTAL CENTER
9725 EAST MARGINAL WAY SOUTH
SEATTLE, WASHINGTON 98108
AREA MAP
ADDRESS:
(EAST MARGINAL WAY
CORPORATE PARK)
3417 SO. '120TH PLACE
SEATTLE, WA
BUILDING 21 -04
REHOUSE
NO SCALE
80E/ 4W
FACILITIES DEPARTMENT
GENERAL NO I ES
CONSTRUCTION KT DOCUMIEWiS, REVELED AND STAMPED BY CITY OF TUKWILA MUST
BE ON SITE WRAC QINISTIRUCHCAL DO NOT PROCEED 'BATH CONSTRUCTION WITHOUT
ABOVE IETHIOIED SEA CF DOCUMENTS.
VERY ALL DRUl)SI M PRIOR 10 START CF CONSTRICTION_
NOWT EACi!PY DICE_ NS SILO EYEING NG REQUIRED DESIGN REVISIONS.
REVISIONS TO EE APPROVED BY WY OF MO IRA PRIOR TO PROCEEDING WITH PROPOSED
WISED WCRIC
RETURN! RIS SAIE'KT 10 CARRY TAMER AT BOLDING 9--512 COL N/1
AFTER COUPLE OF TINS CONSiRDUCK
PROJECT CHECKLIST
a RIM DRAWINGS iXTEORM 1D TIE : - u c UL C. U_P_C.,
AND 1W WAC 51-20 AS ADAPTED OR MENDED BY LOCAL ORDINANCES
ANT CC4KILATKI VOI RE CITY iUKwsjs Molt.
ROOMS LASCLE PER OCCLIPA Y PER I B_C_ TAKE 10 —A_
BILLOW ELI= MINER ON PEMT FOP AREA OF CONS1RIJC110N.
NUMBER OF SITS REQUITED FOR PERT NT PACKAGE:
M 1. TENANT DLPROVEKENT (STRUCTURAL):
0 5 SUS I F', ARoe HECTURAL DBATUNGS
I 5 SEA OF STRUCTURAL ORANNNGS
0 5 SSE OF STAROARDD DETAILS
0 5 SETS OF ENGINEERING CALCULATIONS
0 5 SE OF ENERGY CALCULATIONS
0 5 SLIS OF CONSTRUCTION SPEGI-ICATIONS
2 1E NANT OIIPROVEMEN T (NON— STRUCTURAL }_
0 4 SETS GE ARCHITECTURAL DRAYIiNGS
0 4 SETS OF STANDARD DETAILS
❑ 4 SETS OF ENERGY CALCULATIONS
0 4 Si IS OF CONSTRUCTION S'EGFICA TIONS
L3 3_ TENANT BIPOROWMENIS (REVISIONS), 2 COMPLETE SETS
D 4 MECHANICAL, 4 COMPLETE KTS
El 5_ FIRE PROtEC1IEN/SPRINIQERS, 3 COMPLETE ST.S
lLl Tom= PRO.ECT NARRATNE
USE EXISTING Miff RACK UPRIGYTS AND BEAMS.
REARRANGE S4!_1 F HEMS AND LOCATIONS.
t?qa. O2O8
ACCEPT"ABILUY
Tr6 DF3R1 AND/OR
suoN s
OCCUPANCY GROUT'
OCCUPANCY, CHANGE
DRAWN S•
SHEET
NO
Al
1 Al l'
1Al2
SHEET TITLE
FLOOR PLAN
FLOOR PLAN
LAND USE CODE
CODE REFERENCES
CONSTRUCTOR TYPE
FIRE PROTECTIONS
SMOKE VENTS & CURTAIN BD.
SEISMIC ZONE
FIRE ZONE
PARKING PROVIDED
PARKING REQUIRED
VPROYM
APPROVED
COVER SHEET, LEGALS & NOTES
PALLET RAC STRUCTURAL CALCS.
REMODELED AREA: 36,584 sf
OCCUPANT LOAD:
a that the Plan Check approvals are
II ilnoetsio errors omissMns and approval of
5iecttors and the Motion of any
4 pians does not authorize . Receipt of con
to
=adopted code or ordinance R cknti
COn
6 `t
rs copy of approved plan •
V. i'•
DRAWING INDEX
CODE SUMMARY
M HP
1994 UBC, KING COUNTY /TUKWILA
WASHINGTON STATE ENERGY CODE
WASHINGTON STATE BARRIER FREE CODE
ADDITIONS TO THE CITY OF TUKWILLA
13-2' STORAGE FOR COMBUSI1BLE GOODS
B '2 OFFICE
B 2 (WAREHOUSE - STORAGE OF GOODS TO
F-2 FACTORY AND INDUSTRIAL - LOW HAZARD
AT NORTH PORTON' ONLY - (36,584 SF).'
V —N SPRINKLERED THROUGHOUT
AREA SEPARATION WALLS- 2 HOUR + HORIZ. SEPARATION B THE ROOF (IN LIEU C- PARAPET WALL)
NOTE 3 BLDG. PORTIONS N. POR110N (BOX SHOP) CENTER & S. POR IONS (NO CHANGE)
LOCATION ON PROPERTY SEPARATIONS (3 SIDES) N. & S. PORTIONS AND (2 SIDES) S CENTER
PORTION OF THE BUILDING.
FLOOR AREA (ACTUAL) BUILDING FOOTPRINT = 113,724 S.F.
BUILDING HEIGHT: 26' 5 -1/2 FLOOR TO TOP PLATE
STORIES: 1, W/ 5,220sf MEZZANINE IN THE S. PORTION
CHANGES FROM B -2 TO F -2:
[36,584 sf /200] — [36,584 sf /500] _ (183 — 73) = 110
WAREHOUSE = 44,080 C. PORTION + 30,740 S. PORTION 0 500 = 150
STORAGE = 1550sf @ 300 = 5
MECHANICAL = 1,850sf B 300 = 7
MANUFACT = 36,584sf N 200 = 183 for the N. PORTION
OFFICE = 8,092sf ® 100 = 81 in the S. PORTION MEZZ.
CONFERENCE= 140sf B 15 = 10
FULLY AUTOMATIC, WET PIPE THROUGHOUT
INSTALLED IN ENTIRE BUILDING IN 1993.
3
3
739
725
By
Data
Permit No.
E€w: 1602241
REV.
NO.
A
SHEET
NO.
SHEET TITLE
9 0 \I FL
Cam
TITLE SHEET
�tJ
BLDG. I — O`a'r. I
ARCHITECTURAL MASTER COL. A— K/1 -11
F-7.mir
t C .J 1 .i'
DMEC:-.:AIIICAL
0 ELECTRICAL
❑ PLUMBING
0 GAS PIPING
CITY OF TUKNI
BUILDING DIVISIO 1O
RECEIVED
CITY OF TUKWILA
JUN 2 6 199?
PERMIT CENTER
SHEET
NO.
D.C.
REV.
NO.
.a oaos
LAST RESIO4
SHEET
Al
B NO.
D. NO.
21 -04 —Al
OA'
• �
cr
v,o
2.ii
r
i
0
IA rhRATL CE
KAIDI Y
1�i4�ER
BUCKER 1
SPORAGE
GARBAGE I
1A�1
B
SEE T. 1AIC FOB <OO ,U-a FON
0
FED-
A202
F1' :a @BOARD STORAGE
FOAM STORAGE
F
SE SIFT. 1110 FOR CON11NUATION
u �.
N . RU !O NO S:
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT 30
WITH 3/8 ", X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) HILT
1/2' DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS' ARE 14' L.
LBC 50, 4 -PIN CONNECTION WITH TYPE 'A` VERTICAL WELDS.
CURRENT LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY
DISTRIBUTED. THESE ELEMENTS ARE ADEQUATE FOR THE NEW
SHELF CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF 95
FROM BOTTOM OF SHELF TO TOP OF SHELF = 35"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 29"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 25"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4 — 12 GA SUPPORTS.
(EXISTING)
CONTRACTOR SHALL REPOSITION EXISTING SHELF BEAMS TO NEW
CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT 30
WITH 3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) HILT
1 /2 "'DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 10' L.
LBF 404, 4 —PIN CONNECTION WITH TYPE 'A' VERTICAL WELDS.
CURRENT LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY
DISTRIBUTED. THESE SHELVES SHALL BE DOWN RATED TO
700 LBS PER SHELF UNIFORMLY DISTRIBUTED. REMOVE EXISTING
SIGNS AND REPLACE WITH NEW. SHELF CONFIG. AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF 95"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 35"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 29"
FROM BOTTOM OF SHELF TO TOP OF SHELF= 25"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4 — 12 GA SUPPORTS.
(EXISTING)
CONTRACTOR SHALL REPOSITION EXISTING SHELF BEAMS TO NEW
CONFIGURATION.
REMOVE (9) SECTIONS OF EXISTING' ALLET RACK.
USE BEAMS AS REQUIRED FOR NEW CONFIGURATION.
BAND PALLETIZE AND SEND TO BOEING AGING WAREHOUSE.
1Al2
po
L RACK
LEGEND:
EXISTING WALL
NEW WALL
r 5' SYMBOLS
�6)
• SERVICE SINK
Hyy HOT WATER TANK
TR TRASH CAN (30 GAL)
O TRASH CAN WI FIPPER TOP
0 PT PAPER TOWEL DISPENSOR
o FD FLOOR DRAIN
OFE FIRE EXTINGUISHER
GENERAL NOTES:
ASBESTOS NOTIFICATION:
A good faith survey of the work area has been conducted and
asbestos containing material was not doscovered that would be
involved in the construction of this project. Do not remove,
damage or disturb any asbestos material adjacent to the work area.
Please contact Boeing Facilities Department if asbestos containing
material is damaged or discovered that is required to be removed
to support work.
RECEIVED
cs-i OF TUKWILA
UN 261997
PERMIT CENTER
KEY PLAN
SCALE: NONE
1A13
IT J F
1 `r 7 1891
sw
A RELOCATE BOX SHOP 4160086 -00
B FINAN _ ••1•. MN M 1.1 41—
N
p
understand that Ch approvalsare
ct to error, d approval
mns does 7, t, 41, : of an
dcptA cooe ." of con
I a actor's copy of 2:: edged
By
Date
Permit No.
1A10
B
Dq1-02.08
E'
PLAN
SCALE: 1/B = 1
12:>. NSTALL (96) SECTIONS OF 36" X36"
METAL SHELVING. 7 SHELVES PER
SECTION SPACED @ 12'' O.C. INSTALL
BACK BRACE EVERY OTHER BAY,
CROSS AISLE BRACE EVERY FOURTH
BAY.
METAL SHELVING TO BE INSTALLED
UNDER EXISTING PALLET RACK.
(8. 5
ciTy
JUN 2 6 1997
PERMIT CENTER
KEY PLAN
SCALE NONE
GENERAL NOTES:
ASBESTOS NOTIFICATION:
A good faith survey of the work meo has been conducted
and asbestos containkrg material was not Mscovered that would
be involmi in the consbuction of this project Do not remove,
damage or disturb any asbestos material adjacent to the work
area Please contact Boeing Faulilies Depar if asbestos
contag material is damaged or d'scrvered that is required
to be removed to support work.
CONSTRUCTION NOTES:
DIMING PALLET RACK UPRIGHTS ARE 18 HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 95"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 35"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 29"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 25"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
F›.- EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 10' L.
F 404 4- PIN CONNECTION RE TYPE 'A' WELDS. CURRENT
AD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
ESE SHELVES SHALL BE DOWNRATED TO 700 LBS UNIF, DIST
MOVE EXIST. SIGNS A REPLACE W/ NEW. CONFIG. SHELVES:
OM CONCRETE FLOOR TO BOTTOM OF SHELF = 95"
OM BOTTOM OF SHELF TO TOP OF SHELF = 35"
OM BOTTOM OF SHELF TO TOP OF SHELF = 29"
OM BOTTOM OF SHELF TO TOP OF SHELF = 25"
E DECK IS 2 X 4- MESH (2 Gk ) WITH 4-12 GA SUPTS.
STING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
AMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8 X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L.
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 103"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 43"
FROM BOSOM OF SHELF TO TOP OF SHELF = 43"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
F- EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED,
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 39
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37
FROM BOTTOM OF SHELF TO TOP OF SHELF = 27"
WIRE DECK IS 2 X 4 MESH (2 Gk ) WITH 4-12 GA SUpTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 10' L
LBF 404 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELPINIFORMLY DISTRIBUTED.
THESE SHELVES SHALL BE DOWN RATED TO 700 LBS PER SHE
UNIF. DIST. REMOVE EXIST. SIGN REPLACE W/ NEW.
CONFIGURE SHELVES AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 27"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING).-CONTRACTOR SHALL REPOSITION EXIST. SHELF -- -
BEAMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. 99TH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
377B 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
CONFIGURE SHELVES AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 85"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 25"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 23"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 23"
FROM BOTTOM OF SHELF TO TOP OF SHELF = "
PP:MN
Erf
CA7
.
Ail'APIEZAW
FACILITES DEPARTMENT
AG
TO jipill
---
4 . i
--%:.....-_,44
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ARCHITECTURAL MASTER COL. A-K/5-7.5 O7:7,;:,C
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JOB NO.
763042-00
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APPROVED
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By
Date
Permit No.
1A10
B
Dq1-02.08
E'
PLAN
SCALE: 1/B = 1
12:>. NSTALL (96) SECTIONS OF 36" X36"
METAL SHELVING. 7 SHELVES PER
SECTION SPACED @ 12'' O.C. INSTALL
BACK BRACE EVERY OTHER BAY,
CROSS AISLE BRACE EVERY FOURTH
BAY.
METAL SHELVING TO BE INSTALLED
UNDER EXISTING PALLET RACK.
(8. 5
ciTy
JUN 2 6 1997
PERMIT CENTER
KEY PLAN
SCALE NONE
GENERAL NOTES:
ASBESTOS NOTIFICATION:
A good faith survey of the work meo has been conducted
and asbestos containkrg material was not Mscovered that would
be involmi in the consbuction of this project Do not remove,
damage or disturb any asbestos material adjacent to the work
area Please contact Boeing Faulilies Depar if asbestos
contag material is damaged or d'scrvered that is required
to be removed to support work.
CONSTRUCTION NOTES:
DIMING PALLET RACK UPRIGHTS ARE 18 HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 95"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 35"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 29"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 25"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
F›.- EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 10' L.
F 404 4- PIN CONNECTION RE TYPE 'A' WELDS. CURRENT
AD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
ESE SHELVES SHALL BE DOWNRATED TO 700 LBS UNIF, DIST
MOVE EXIST. SIGNS A REPLACE W/ NEW. CONFIG. SHELVES:
OM CONCRETE FLOOR TO BOTTOM OF SHELF = 95"
OM BOTTOM OF SHELF TO TOP OF SHELF = 35"
OM BOTTOM OF SHELF TO TOP OF SHELF = 29"
OM BOTTOM OF SHELF TO TOP OF SHELF = 25"
E DECK IS 2 X 4- MESH (2 Gk ) WITH 4-12 GA SUPTS.
STING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
AMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8 X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L.
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 103"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 43"
FROM BOSOM OF SHELF TO TOP OF SHELF = 43"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
F- EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
LBC 50 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED,
THESE ELEMENTS ARE ADEQUATE FOR THE NEW SHELF
CONFIGURATION AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 39
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37
FROM BOTTOM OF SHELF TO TOP OF SHELF = 27"
WIRE DECK IS 2 X 4 MESH (2 Gk ) WITH 4-12 GA SUpTS.
(EXISTING). CONTRACTOR SHALL REPOSITION EXIST. SHELF
BEAMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. WITH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 10' L
LBF 404 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELPINIFORMLY DISTRIBUTED.
THESE SHELVES SHALL BE DOWN RATED TO 700 LBS PER SHE
UNIF. DIST. REMOVE EXIST. SIGN REPLACE W/ NEW.
CONFIGURE SHELVES AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 39"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 37"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 27"
WIRE DECK IS 2 X 4 MESH (2 GA. ) WITH 4-12 GA SUPTS.
(EXISTING).-CONTRACTOR SHALL REPOSITION EXIST. SHELF -- -
BEAMS TO NEW CONFIGURATION.
EXISTING PALLET RACK UPRIGHTS ARE 18' HIGH LMT30 WITH
3/8" X 8" X 8" BASEPLATES. ANCHOR BOLTS ARE (2) 1/2"
DIA. 99TH 3 1/2" MIN. EMBED. EXISTING BEAMS ARE 14' L
377B 4- PIN CONNECTION WITH TYPE 'A' WELDS. CURRENT
LOAD LIMIT IS 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED.
CONFIGURE SHELVES AS FOLLOWS:
FROM CONCRETE FLOOR TO BOTTOM OF SHELF = 85"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 25"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 23"
FROM BOTTOM OF SHELF TO TOP OF SHELF = 23"
FROM BOTTOM OF SHELF TO TOP OF SHELF = "