HomeMy WebLinkAboutPermit D99-0228 - Pioneer Ship Supply - Storage Racksd99-0228
1177 andover park west
Pioneer Ship Supply
City of Tukwila k
(206) 431 -3670
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: 352304 -9097
Address: 1177 ANDOVER PK W
Suite No:
Location:
Category: AWSE
Type: DEVPERM
Zoning:
Const Type: RACKS
Gas /Elec.:
Units: 001
Setbacks: North:
Water: TUKWILA
Wetlands:
Contractor License No: EASYUSS083Q5
OCCUPANT
OWNER
CONTACT
CONTRACTOR
Permit Center Authorized Signature:
cw✓
DEVELOPMENT PERMIT
Permit No:
Status:
Issued:
Expires:
.0 South: .0 East: .0 West: .0
Sewer: TUKWILA
Slopes: N Streams:
D99 -0228
ISSUED
07/27/1999
01/23/2000
Occupancy: WAREHOUSE
UBC: 1997
Fire Protection: SPRINKLERS
PIONEER SHIP SUPPLY Phone: 425 -453 -1600
1177 ANDOVER PARK W BLDG. B, TUKWILA, WA 98178
WAREHOUSE PROPERTIES ASSOC Phone: (206)775 -9127
300 ADMIRAL WY, EDMONDS WA 98020
MATT PREVOST Phone: 253 - 395 -2033
8731 SOUTH 212TH., KENT, WA 98031
EASY UP STORAGE SYSTEMS Phone: 206 395 -2033
8731 S 212TH STREET, KENT, WA 98031
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Permit Description:
INSTALL PALLET RACKS.
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Construction Valuation: $ .00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No:
Flood Control Zone: N
Hauling: N Start Time:
Land Altering: N Cut:
Landscape Irrigation: N
Moving Oversized Load: N Start Time: End Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private: N Public: N
Storm Drainage: N
Street Use: N
. Water Main Extension: N Private: N Public: N
***************************************************** * * * * * * * * * * * * * * * * * * *k * * * * * * * * * **
TOTAL DEVELOPMENT PERMIT FEES: $ 118.76
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Size(in): .00
End Time:
Fill:
G o i Date : 1 - DTh
I hereby certify that I have read and examined his permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
development permit.
Date: ? Z--1 `
Signature:
Print Name: J.iktk T Q,!21\
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
for a period of 180 days from the last inspection.
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ill Site j) dvis1 AN000ti. Q t-- ' a1 it.
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Architect:
Phone:
Street Address:
City State /Zip:
Fax #:
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Description of work to be done:
Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel Office
❑ School /College /University ❑ Other
Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital
❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
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: %sprinklers CI automatic fire alarm CI none ❑ other (specify)
Building Square Feet: L7 /7Z� existing
t
Area of Construction: (sq. ft.) 4 10 1 30 sCv ic T"
Will there be storage of flammable /combustible hazardous material in the building? ❑ yes a no
Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets
Da_ _te, pplion pt6d:
end:
Date
' on expires:
Apt c
"del
Taken by: (initials)
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CITY OF TUWILA
Permit Center
6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188
(206) 431 -3670
❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk
❑ Fire Loop /Hydrant (main to vault) #: Size(s):
❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds.
❑ Sanitary Side Sewer #: ❑ Sewer Main Extension
❑ Storm Drainage ❑ Street Use ❑ Water Main Extension
❑ Water Meter /Exempt #: Size(s): 0 Deduct
Cl Water Meter /Permanent # Size(s):
❑ Water Meter Temp # Size(s): Est. quantity:
❑ Miscellaneous
CTPERMIT.DOC 1/29/97
FOR STAFF USE ONLY
Pr ct Number:
Permit Number: i c.)C 1 c/a
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.
APPLICANT REQUEST. FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE.FOLLO WING:.
(Addltlonal. reviews may be determined by the Public Works Department)
❑ Flood Control Zone
❑ Hauling
❑ Landscape Irrigation
O Private 0 Public
O Private 0 Public
0 Water Only
gal Schedule:
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and
is subject to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by
limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by
the applicant as defined in Section 107,4 of the Uniform Building Code (current edition). No application shall be extended more than once.
PLEASE SIGN BACK OF APPLICATION FORM
BUILDING OWNER OR AU T
R/ZED AGENT:
Signature: ►'yam ti
, e- 1 .r {�
Date: -7) — /
((
Print name: i `� _
u�l v�v1 �,
e ,...) ...ST-
Ph
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Fax tt :.
3 S X033
_ - / ()<
375
Address (6 \
.
olDA- a ( a -k
City /State /Zip �/ �
�b°31
ALL COMMERCIAUMULTI -FA, Y TENANT IMPROVEMENT /ALT ATION PERMIT APPLICATIONS
MUS1 BE SUBMITTED WITH THE FOLL
➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT,
STRUCTURAL ENGINEER OR CIVIL ENGINEER
➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN
)> BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
N/A SUBMITTED
❑ ❑ Complete Legal Description
❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures
(Form H -13). Business Declaration required (Form H -10).
Four (4) sets of working drawings (five(5) sets for structural work), which Include :
❑ ❑ Site Plan (including existing fire hydrant location(s)
1. North arrow and scale
2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements
3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions
4. Location of driveways, parking, loading & service areas
5. Recycle collection location and area calculations (change of use only)
• 6. Location and screening of outdoor storage (change of use only)
7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's
boundaries
8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of
use only)
9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of
those, identify by size and species which are to be removed and saved
10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change
of use only)
11. Location and gross floor area of existing structure with dimensions and setback
12. Lowest finished floor elevation (if in flood control zone)
13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H-
9).
❑ M Floor plan: show location of tenant space with proposed use of each room labeled
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site
❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack
layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of
rack. Structural calculations are required for rack storage eight feet and over.
❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished
❑ ❑ Construction details
❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of
water supply to sprinkler vault with documentation from contractor stating supply line will meet or
exceed sprinkler system design criteria as identified by the Fire Department.
❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
Department of Public Health prior to submitting for building permit application. The Department of
Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5)
❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no
contractor has been selected at time of application a copy of this license will be required before the
permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed
by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and
obtain the permit will be required as part of this submittal
I HEREBY CERTIFY THAT / HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
CTPERMIT.DOC 1/29/97
3
7 1,
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.: m 0 ii e t h o f1.:... t l l lr`i~ { f; ci 1� «.0 i o n : l� ra S Y Or P STORAGE:. .0 n •i t 1' L H • rvrt: i'L "PLRI' i'FULLUPI1iitd1 PLitMtr
I r cH I. Now 35230A-9
:} } tr i4dilr ~� � i 17 0 4NIVER Pr •Ia
rotal • i eeE,, 110.76
1'Ii f,S l /Oie.Ctl i2.1 5: :1 CALL r IJ.8 7.6
IIi.1lancn; • X00
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14cc aunt CodIi
QQQ/'322. J.OQ
0'00/34. 904
5377 07 /28 9 1717 TOTAL 73.75
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Cl TY. OF' •T.u.KwxLH, wn ..%. 'TRANSMIT
* *, * * * * ** * * *4 * *. * * * * * * ** * A*f* * * *F *,t ****,4*.A *4 *,l**
TRA Number: 89800099 Amount: 4544:07/07/99-16:20.
Payment Methlod: CHECK Notation: EA5Y...:IIP SHELVING .Init: Till
Permit .No D99.0228 Type: DEVPERM DEVELOPMENT PERM/1
Parcel No 352304-909?
Site Address: 1177 ANDOVER PK W
Total Fees:
Total ALL Pmts:
Balance:
This Payment
45.01
*. 4 ******** 4 **4*+ 4**** A+ l **** *,+ b ******* *& A * *A•A *:l *4 * *** ** *,t * * * #•A• *?***
Account Code Description Amount
000/345.830 PLAN CHECK - NOh1REa 45.01
„7G
45.01
73.7
: 4765 07/0£3 9717 TOTAL... 45 01
Project ..4(t t n a -1(113
y�;
f� ion:
\e1`1 a b
8- e- ( kg
Special instr .
I
Date w ted: ri i
a.m.
P.m.
Requester: (\ t +_
Phone: �, 1 � , ,� (( 1 �
(
INSPECTION RECORD'
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, W 98188
Approved per applicable codes.
roict oaag
PERMIT NO.
(206)431 -3670
Corrections required prior to approval.
$47.1 i SPE TION FEE RE RED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
OMMENTS:
Receipt No:
Date:
:' INSPECTION. NO.
CITY OF.TUKWILA BUILDING DIVISION
'6300 Southcenter Blvd, #100, Tukwila, WA 98188
r7P7
otfS P4
TYp e �Hti
Special instructions:
Date called:
Dat anted:
A 4
6 t
a.m.
Regyester:
Phone:
Approved per applicable codes.
1 PECTION RECOR
Retain a copy with perm
(206)431 -
Corrections required prior to approval.
COMMENTS:
Inspector-
4 . _
EI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
Pr I ct: nA ;' ' 5
/
Typnf y en:W
i / 1,7/Vi
/ ,
/
to called: Vgl
ial instructions:
jr'�'_1 ...
Date wanted: �
7���/ / / p.m.
Requester: '� //t ;
Q 2
Phon
v53 3 95 ,33
PERMIT NO.
INSPECTION
CITY OF TUKWILA BUILDING DIVISION
;:6300 Southcenter Blvd ; - #100, Tukwila; WA 98188
(206)431 -3670
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
A,dtl-f -S fix....
$p . PAJAC
D ;,
$ 7.00 REINSPECTION FEE REQUIRED. Prior to inspection, ection,,, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
Project Name
Address
FINALAPP.FRM
City of Tukwila
Fire Department
i 1WVe S[i; (' e p 1• ,
Retain current inspection schedule
4/1-C.../<s
Needs shift inspection
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre -Fire:
Permits:
Authorized Signature
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Approved without correction notice
Approved with correction notice issued
Permit .N
John W. Rants, Mayor
Thomas P. Keefe, Fire
Suite #
po (el°
Rev. 2/19/98 T.F.D. Form F.P. 85
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439
floor plan file copy
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB
SHEET NO.
99 I l , 2 0
OF
CALCULATED BY -A6(- ) DATE 1/99
CHECKED BY DATE
SCALE
JOB NAME PIONEER SHIP SUPPLY
SCOPE OF WORK
DESIGN PARAMETERS
Determine the anchorage and baseplate requirements of the storage
racking subject to Seismic Zone III loadings per the 1997 Uniform
Building Code. All racking components have been designed by others
and is beyond the scope of this analysis.
CONCRETE SLAB THICKNESS -
CONCRETE fc -
ALLOWABLE SOIL BEARING PRESS. -
STEEL PLATES (A36) Fy -
RAWL-STUD EXPANSION ANCHORS OR EQUAL
Seismic Analysis: 97 UBC 1630.2
Seismic Zone 3
V = (2.5 *Ca / R) *I *W
Z=
I=
C, =
R=
(2.5 *Ca / R) *I=
F, =
p=
C = (2.5 *C, /R) *I* r/F, = 0.15 (Adjusted Seismic Coef.)
V = 0.15 W
Pi = V * (Wi *Hi) /SUM(Wx *Hx)
SEE SHEETS 2- 14
FOR MORE LOADING INFO.
5.0 inches
2500.0 psi
2000.0 psf
36.0 ksi
0.30
1.0
0.36
4.4
0.20
1.40 (Working Stress Reduction Factor)
1.0 (Redundancy/Reliability Factor)
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
SHEET NO OF
CALCULATED BY -3S0 0 DATE 1 / 9 9
CHECKED BY DATE
SCALE
JOB
INPUT DATA
RACK TYPE 2 Level (Case- I V)
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
WEIGHT, Wi
2.00 kips
2.00 kips
CASE I - ALL LEVELS LOADED
3.00 FEET
2.0
# Wi Hi WxH Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.00 11.33 22.67 0.406 4.60
2 2.00 5.00 10.00 0.179 0.89
4.00 32.67 0.58 5.49
Mot = 1.15 *SUM (M) = 6.31 kip -ft
Mres. = SUM(W) *D /2 6.00 kip -ft
DOWNLOAD = (Mot + Mres.)/D = 4.10 kip
UPLIFT = (Mot - Mres.) /D 0.10 kip
HEIGHT, Hi
11.33 feet
5.00 feet
C PRODUCT 207
•
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468-7626
FAX: (509) 468-7534
907) 7 0
JOB
OF
SHEET NO .3
CALCULATED BY 6C..v DATE 7 /9
CHECKED BY DATE
SCALE
Mot =
Mres. =
- ALL LEVELS LOADED EXCEPT BOTTOM
Wi Hi W x H Pi M
(kips) (feet) (kip-ft) (kips) (kip-ft)
2.00 11.33 22.67 0.292 3.31
5.00
1.15*SUM (M) =
SUM(W)D/2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot-Mres.)/D
22.67 3.31
3.81 kip-ft
3.00 kip-ft
2.27 kip
0.27 kip
C PRODUCT 207
V
/
.— -
Lmax Ypi Lmax
/ /
IX
ti
O
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
II. 20
JOB
SHEET NO.
CALCULATED BY .16 h DATE 7/
CHECKED BY DATE
SCALE
4 / OF
BASEPLATE CASE IV
RACK TYPE: 2 -level
MAX DOWNLOAD =
MAX UPLIFT =
COLUMN DIMENSIONS
X=
Y=
PLATE DIMENSIONS
X=
y
4.10 kips
SLAB ANALYSIS
0.27 kips
1.63 inches
3.00 inches
5.00 inches
8.00 inches
SLAB THICKNESS = 5.0 inches
F'c = 2500 psi
SOIL BRG = 2000 psf
Fy = 36 ksi
Ft = 3.5'SQRT(F'c) 175.00 psi
S = 50.00 in ^3
Ma = 729.17 #'
SOIL BRG = 2666.67 psf
M = 1 /2(SOIL)L ^2
Lmax = 8.87 inches
SOIL Areq'd = 1.54 feet ^2
X slab = 22.75 inches
Y slab = 25.75 inches
SOIL A prov = 4.07 feet ^2
SLAB OK
BASEPLATE ANALYSIS
TRY pLw /t=
S=
Fb=
MpL =
MpL = 1/2'fp'l ^2
ApL =x' y
le max =
a prov. =
b prov. =
0.375 inches
0.023 in ^3
36.0 ksi
0.844 kip"
5.279 inches
1.688 inches
2.500 inches
a eff, = 1.688 inches
b eff. = 2.500 inches
1 eff = 2.500 inches
ApL eff. = 40.000 inches ^2
fp = P/A = 0.103 ksi
MpL = ,. 0.321 _ kip". ___-
t req'd = !, 0.231 inches )
BASEPLATE OK .__.._. - _..._ - --
CASE IV
SLAB ANALYSIS
BASEPLATE ANALYSIS
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB ! /C /, 2 0
SHEET NO. 6 OF
CALCULATED BY DATE 7/91
CHECKED BY DATE
SCALE
RACK ELEVATION (CASE I)
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB
SHEET NO.
OF
CALCULATED BY J GG DATE 7 /9
CHECKED BY DATE
SCALE
C PRODUCT 207
•
C�
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468-7626
FAX: (509) 468 -7534
4 +5' -4" A:F.F
1/2" =V -0"
JOB
SHEET NO
2000#
2000 #
qL /Irzo
7 OF
CALCULATED BY 166 DATE 7
CHECKED BY DATE
SCALE
1
RACK ELEVATION (CASE III)
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB . f zo
SHEET NO. OF �j b
CALCULATED BY J GC7 DATE ` y / / /
CHECKED BY DATE
SCALE
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468-7626
FAX: (509) 468-7534
JOB
SHEET NO OF
CALCULATED BY ,OS DATE
CHECKED BY DATE
SCALE
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB , ... .; 7/ • ZO
/0 OF 1/9 9
BY _366 DATE
CHECKED BY DATE
SCALE
SHEET N0.
INPUT DATA
RACK TYPE 3- Level C Cctse
DEPTH OF RACK =
# OF SHELF LEVELS
LEVEL #
1
2
3
WEIGHT, Wi
2.00 kips
2.00 kips
2.00 kips
CASE I - ALL LEVELS LOADED
3.00 FEET
3.0
HEIGHT, Hi
11.33 feet
8.00 feet
4.42 feet
# Wi Hi WxH Pi M
(kips) (feet) (kip -ft) (kips) (kip -ft)
1 2.00 11.33 22.67 0.418 4.74
2 2.00 8.00 16.00 0.295 2.36
3 2.00 4.42 8.83 0.163 0.72
6.00 47.50 0.88 7.82
Mot = 1.15 *SUM (M) = 9.00 kip -ft
Mres. = SUM(W) *D /2 9.00 kip -ft
DOWNLOAD = (Mot + Mres.)/D = 6.00 kip
0.00 kip
UPLIFT = (Mot- Mres.)/D
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
SHEET NO / I OF
CALCULATED BY _1661 7/
DATE ??
CHECKED BY DATE
SCALE
CASE II
Mot =
Mres. _
- ALL LEVELS LOADED EXCEPT BOTTOM
1.15'SUM (M) =
SUM(W)''D /2
DOWNLOAD = (Mot + Mres.)/D =
UPLIFT = (Mot - Mres.)/D
Wi Hi WxH Pi
(kips) (feet) (kip-ft) (kips)
2.00 11.33 22.67 0.343
2.00 8.00 16.00 0.242
4.42
38.67
6.69 kip -ft
6.00 kip -ft
4.23 kip
0.23 kip
C PRODUCT 207
4
L
/
7 ,
._.__
Lmax Ypi
Lmax
/
/ /
IX
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB . ZO
SHEET NO OF
CALCULATED BY — 166 DATE -// Q
CHECKED BY DATE
SCALE
BASEPLATE CASE IV
RACK TYPE: 3 - level
MAX DOWNLOAD = 6.00 kips
MAX UPLIFT = 0.27 kips
COLUMN DIMENSIONS
X=
Y=
PLATE DIMENSIONS
x = 5.00 inches
8.00 inches
SLAB THICKNESS = — 5:OTh es
Fc =
SOIL BRG =
Fy =
SLAB ANALYSIS
BASEPLATE ANALYSIS
TRY pLw /t=
S=
Fb=
MpL
MpL = 1/2 *fp +i^2
ApL =x *y
le max =
a prov. =
b prov. =
a eff. =
beff.=
l eff =
ApL eff. _
fp = P/A =
MpL
t req'd =
BASEPLATE OK
1.63 inches
3.00 inches
2500 psi
2000 psf
36 ksi
Ft = 3.5 *SQRT(F'c) 175.00 psi
S = 50.00 in ^3
Ma = 729.17 #'
SOIL BRG = 2666.67 psf
M = 1 /2(SOIL)L ^2
Lmax = 8.87 inches
SOIL Areq'd = 2.25 feetA2
X slab = 22.75 inches
Y slab = 25.75 inches
SOIL A prov = 4.07 feetA2
SLAB OK
0.375 inches
0.023 in ^3
36.0 ksi
0.844 kip"
3.896 inches
1.688 inches
2.500 inches
1.688 inches
2.500 inches
2.500 inches
40.000 inches ^2
0.150 ksi
0.279 Inches Inches
CASE I V
SLAB ANALYSIS
BASEPLATE ANALYSIS
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB 99t: , , Zo Y
l3 OF
SHEET NO
CALCULATED BY J 667 DATE 7/
CHECKED BY DATE
SCALE
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468 -7534
JOB ! ek_:' /. 10
SHEET NO, 1 OF
CALCULATED BY -16 C7► DATE 7/9 ?
CHECKED BY DATE
SCALE
C PRODUCT 207
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468-7534
it)
G
1/2 " =1
BASEPLATE DETAIL
1/8
STEEL POST
BY OTHERS.
PL 3/8" W/ (2) 1 /2 "0
RAWL STUD EXP. ANCH.
W/ 3" EMBED.
(SPECIAL INSP. NOT REQ'D.)
CITY Of WO
APPROVED
JUL 23 1999
AS NOTED
JOB .. 7/,
SHEET NO ` M/ / /�
CALCULATED BY 16ST DATE (
CHECKED BY DATE
SCALE
IS OF
C PRODUCT 207
2. 1/2"
3 „
2 1/2"
1
U
/
TYP.
I 03 A
Ow
1
i �
J.R. BONNETT ENGINEERING
9306 North Newport Highway
SPOKANE, WA 99218
TEL: (509) 468 -7626
FAX: (509) 468-7534
it)
G
1/2 " =1
BASEPLATE DETAIL
1/8
STEEL POST
BY OTHERS.
PL 3/8" W/ (2) 1 /2 "0
RAWL STUD EXP. ANCH.
W/ 3" EMBED.
(SPECIAL INSP. NOT REQ'D.)
CITY Of WO
APPROVED
JUL 23 1999
AS NOTED
JOB .. 7/,
SHEET NO ` M/ / /�
CALCULATED BY 16ST DATE (
CHECKED BY DATE
SCALE
IS OF
C PRODUCT 207
appendix
,„
ANCHOR
DIAMETER
(Inches)
EMBEDMENT
DEPTH
(Inches)
INSTALLATION
TORQUE
(Ft. Lbs.)
r. ■ 2000 psI
r' c 4000 M
r' a 6000 psi
Tension
MIICaut
SP
&upsetIon°
Tension
1/4
Tension
850
With
Sp. hap!
Without
Sp.Insp?
Sheer
With
Sp. Insp!
Without
Sp.lnsp?
.
Sheer
Sp. Insp.'
Without
Sp. Insp.s
Shear
1 /4
1
2250
1125
8
420
210
365
570
285
520
570
285
. 520
1 /1
1
•: ,
8
530
265
415
645 •
325
520
640
320
520
1 4
2
8
680
340
480
720
360
' 520
765
380
'520
3 /a
13/4
28
890
445
960
1030
515
1295 '
1040
520
1450
3 4
2
28
975
490
1065
1075
540
1355
1100
530
1480
3 4
3
•
28
1200
600
1350
1200 '
600
1510 .
1335
665
1560
1 /2
2
60
1630
815
1600
1655
830
1735
1655
830
1745
1 /2
3
60
1785
890
1655
2015
1005
1800
2015
1005
1825
1 /2
4
'
60
• 1985
' 995
1725
2485 '
1245
1885. •
2485
1245.
1930
s /a
2
90
1910
955
2215
2090
1045
2215
2100
1050
2525
s /a
4
90
2345
1170
2305
2535
1270
2420
2890
1445
2595
5 /1
5
90
2755
1375
2375
2890
1445.
2585
3525
1765
2566
3 /4
3
175
2685
1345
3665
2685
1345
3665
3880
1940
3815
3 /4
5
175
3715
1855
3945
3925
- 1960
4280
4845
2425
4510
3 /4
6
•
•175
4345
2175
4115
4685
2345
4655
5400
2720
4940
7 /11
3
250
3085
1540
—
3955
1980
' —
4820
2410
—
7 /a
4
250
3575
1790
—
4405
2205
—
5250
2625
—
7 /5
5
250
4560
2280
—
5305
2655
—
6110
3055
—
1
43/4
300
3470
1735
—
5000
2500
—
6845
3420
—
1
5
300
4565
2285
—
5680
2840
—
7475
3755
—
1
6
300
5845 •
2920
—
6365
3180
—
'7800
3900
—
1
53/4
450
5P60
2530
—
6830
3415
— 1
8750
4375
—
1
7
450
5060
2530
—
7000
3500
—
9050
4525
—
ANCHOR
(Inches)
HOLE
SIZE
(Inclee)
EMBEDMENT
DEPTH
(Inches)
r,. x000 pet
limbo
Sheer
Muth
SPeclal
Inspection'
MIICaut
SP
&upsetIon°
1/4
1/4
1
850
425
455
3 /a
I/2
1
1600
800
1055
1/
3/s
23/4
2250
1125
1660
3 /1
3 /1
3
2615
1310
3100
3 /4
I
3
3480
1740
4400
Page 4 of 10
TABLE NO..II —RAWL -STUD ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Pounds)
1 The tabulated shear and tensile values are for anchors installed in stone - aggregate concrete having the designs ed ultimate compressive strength
at the time of installation.
2 The tabulated values are for anchors installed a minimum of 12 diameters on center and a minimum edge distance of six diameters for 100 percent
anchor efficiency. Spacing and edge distance may be reduced to six - diameter spacing and three diameter edge distance, provided the values are
reduced 50 percent. Linear interpolation may be used for intermediate spacings and edge margins.
) These tension values are applicable only when the anchors are installed without special inspection as set forth in Section 306 of the code.
'These tension values are applicable when the anchors are installed with special inspection as set forth in Section 306 of the code.
5 The allowable loads may not be increased for duration of loading such as for wind or seismic loads.
TABLE NO. 111 —BAWL STEEL DROP -IN ALLOWABLE
SHEAR AND TENSION VALUES (Pounds)
The tabulated shear and tensile values are for anchors installed in stone- aggregate concrete
having the designated ultimate compressive strength at the time of insta lation.
2 The tabulated values are for anchors installed a minimum of 12 diameters on center and a
minimum edge distance of six diameters for 100 percent anchor efficiency. Spacing and
edge distance may be reduced to six - diameter spacing and throe-diameter edge distance,
provided the values are reduced 50 percent. Linear interpolation may be used for interme-
diate spacings and edge margins.
3 These tension values are applicable only when the anchors are installed without special in-
spection as set forth in Section 306 of the code.
4 These tension values are applicable when the anchors are installed with special inspection
as set forth in Section 306 of the code.
Slite allowable loads may not be increased for duration of loading such as for wind or seis-
mic loads.
t '11te Drop -In anchor must be completely embedded within the concrete.
r
CHAP. 16, DIV. IV
1630.1.2
1630.3.2
and strength of elements, which are significant to the distribution
of forces, and shall represent the spatial distribution of the mass
and stiffness of the structure. In addition, the model shall comply
with the following:
1. Stiffness properties of reinforced concrete and masonry ele-
ments shall consider the effects of cracked sections.
2. For steel moment frame systems, the contribution of panel
zone deformations to overall story drift shall be included.
1630.13 PA effects. The resulting member forces and moments
and the story drifts induced by PA effects shall be considered in
the evaluation of overall structural frame stability and shall be
evaluated using the forces producing the displacements of As. PA
need not be considered when the ratio of secondary moment to pri-
mary moment does not exceed 0.10; the ratio may be evaluated for
any story as the product of the total dead, floor live and snow load,
as required in Section 1612, above the story times the seismic drift
in that story divided by the product of the seismic shear in that
story times the height of that story. In Seismic Zones 3 and 4, PA
need not be considered when the story drift ratio does not exceed
0.02/R.
1630.2 Static Force Procedure.
1630.2.1 Design base shear. The total design base shear in a
given direction shall be determined from the following formula:
V = R = T W (30
The total design base shear need not exceed the following:
V = 2 R ' f w (30
The total design base shear shall not be less than the following:
V = 0.11 C, C W (30 -6)
In addition, for Seismic Zone 4, the total base shear shall also
not be less than the following:
V — 0.8 ZN,. I lV (30
1630.2.2 Structure period. The value of T shall be determined
from one of the following methods:
1. Method A: For all buildings, the value T may be approxi-
mated from the following formula:
T = C, (h,) (3(1-8)
WHERE:
C = 0.035 (0.0853) for steel moment - resisting frames.
C = 0.030 (0.0731) for reinforced concrete moment- resist-
ing frames and eccentrically braced frames.
Cr = 0.020 (0.0488) for all other buildings.
Alternatively, the value of C for structures with concrete or ma-
sonry shear walls may be taken as 0.1/J (For SI: 0.0743/ g
for A in m
The value of shall be determined from the following for-
mula:
A = EA, [0.2 + (Del h.)2] (30 - 9)
The value of D /b„ used in Formula (30 -9) shall not exceed 0.9.
2 -14
T =
1997 UNIFORM BUILDING CODE
2. Method B: The fundamental period T may be calculated us-
ing the structural properties and deformational characteristics of
the resisting elements in a properly substantiated analysis. The
analysis shall be in accordance with the requirements of Section
1630.1.2. The value of T from Method B shall not exceed a value
30 percent greater than the value of T obtained from Method A in
Seismic Zone 4, and 40 percent in Seismic Zones 1, 2 and 3.
The fundamental period T may be computed by using the fol-
lowing formula:
w 61 z s (g fr 6 (30 -10)
r -r
The values ofj represent any lateral force distributed approxi-
mately in accordance with the principles of Formulas (30 - 13),
(30 -14) and (30 -15) or any other rational distribution. The elastic
deflections, , shall be calculated using the applied lateral
forces, j.
1630.23 Simplified design base shear.
1630.2.3.1 General. Structures conforming to the requirements
of Section 1629.8.2 may be designed using this procedure.
1630.23.2 Base shear. The total design base shear in a given
direction shall be determined from the following formula:
V =
3.0 Ca W (30 -11)
where the value of C shall be based on Table 16-Q for the soil pro-
file type. When the soil properties are not known in sufficient
detail to determine the soil profile type, Type SD, shall be used in
Seismic Zones 3 and 4, and Type SE shall be used in Seismic Zones
1, 2A and 213. In Seismic Zone 4, the Near -Source Factor, N need
not be greater than 1.3 if none of the following structural irregular-
ities are present: Type 1, 4 or 5 of Table 16 -L, or Type 1 or 4 of
Table *6-M.
1630.233 Vertical distribution. The forces at each level shall
be calculated using the following formula:
3. (30 -12)
where the value of Ca shall be determined in Section 1630.2.3.2.
1630.2.3.4 Applicability. Sections 1630.1.2, 1630.1.3, 1630.2.1,
1630.2.2, 1630.5, 1630.9, 1630.10 and 1631 shall not apply when
using the simplified procedure.
EXCEPTION: For buildings with relatively flexible structural
systems, the building official may require consideration of PD effects
and drift in accordance with Sections 1630.1.3,1630.9 and 1630.10. e
shall be prepared using design seismic forces from Section 1630.2.3.2.
Where used, Au shall be taken equal to 0.01 times the story
height of all stories. In Section 1633.2.9, Formula (33 -1) shall read
F = 3.0 R C ' w and need not exceed 1.0 C w but shall not be
less than 0.5 C w . R and (2 shall be taken from Table 16 -
16303 Determination of Seismic Factors.
1630.3.1 Determination of 6?,. For specific elements of the
structure, as specifically identified in this code, the minimum
design strength shall be the product of the seismic force over -
strength factor (2,, and the design seismic forces set forth in Sec-
tion 1630. For both Allowable Stress Design and Strength Design,
the Seismic Force Overstrength Factor, f2,, shall be taken from
Table 16 -N.
1630.3.2 Determination of R. The notation R shall be taken from
Table 16 -N.
1997 UNIFORM BUILDING CODE
SECTION 1636 — SITE CATEGORIZATION
PROCEDURE
1636.1 Scope. This division describes the procedure for deter-
mining Soil Profile Types SA through SF in accordance with Table
16 -J.
1636.2 Definitions. Soil profile types are defined as follows:
Hard rock with measured shear wave velocity, V 5,000
ft. /sec. (1500 m/s).
Rock with 2,500 ft./sec. < V, 5 5,000 ft./sec. (760 m/s <
V, 5 1500 m/s).
Sc Very dense soil and soft rock with 1,200 ft. /sec. < V, 5
2,500 ft. /sec. (360 m/s V, 5 760 m/s) or with either
11> 50 or Y z 2,000 psf (100 kPa).
SD Stiff soil with 600 ft./sec. s V, 5 1,200 ft. /sec. (180 m/s
5 V, 5 360 m/s) or with 15 5 N s 50 or 1,000 psf s Y
5 2,000 psf (50 kPa s 3%, 5 100 kPa).
SE A soil profile with V,< 600 ft. /sec. (180 m/s) or any pro-
file with more than 10 ft. (3048 mm) of soft clay defined
as soil with PI > 20, w,,,, z 40 percent and s < 500 psf
(25 kPa).
SF Soils requiring site - specific evaluation:
1. Soils vulnerable to potential failure or collapse under seis-
mic loading such as liquefiable soils, quick and highly sensitive
clays, collapsible weakly cemented soils. •
2. Feats and/or highly organic clays [H > 10 ft. (3048 mm) of
peat and/or highly organic clay where H = thickness of soil].
3. Very high plasticity clays [11 > 25 ft. (7620 mm) with PI >
75].
4. Very thick soft/medium stiff clays [11 > 120 ft. (36 580
mm)].
SA
SB
Division V —SOIL PROFILE TYPES
EXCEPTION: When the soil properties axe not known In sufficient
detail to determine the soil profile type, Type SD shall be used. Soil Pro -
'"liie Type SE need not be assumed unless the building official deter-
mines that Soil Profile Type SE maybe present at the site or in the event
that Type SE Is established by geotechnical data.
The cn eria set fo ttt ' e ' finrtion or . , Profile Type SF
requiring site - specific evaluation shall be considered. If the site
corresponds to this criteria, the site shall be classified as Soil Pro-
file Type SF and a site - specific evaluation shall be conducted.
1636.2.1 V„ Average shear wave velocity. V, shall be deter-
mined in accordance with the following formula:
V, =
Ed
t-1
" d
"s
WIIERE:
d; = thickness of Layer i in feet (m).
vst = shear wave velocity in Layer i in ft. /sec. (rn/sec).
1636.2.2 N, average field standard penetration resistance and
Ncn, avera g standard penetration resistance for cohesionless
soil layers. N and Ncyr shall be determined in accordance with the
following formula:
and
N
E dt
1 -1
" d
!V1
r -1
d,
Nee =
E N
1 -1
—
CHAP. 16, DIV. V
1636
1636.2.6
(36 -2)
(36 -3)
WHERE:
d; = thickness of Layer i in feet (mm).
d, = the total thickness of cohesionless soil layers in the top
100 feet (30 480 mm).
Nr = the standard penetration resistance of soil layer in
accordance with approved nationally recognized stand-
ards.
1636.2.3 8„ Average undrained shear strength. 3', shall be
determined in accordance with the following formula:
d�
A
s,,
r -1
(36-4)
WHERE:
4 = the total thickness (100 - d,) of cohesive soil layers in the
top 100 feet (30 480 mm).
S,,; = the undrained shear strength in accordance with
approved nationally recognized standards, not to exceed
5,000 psf (250 kPa).
1636.2.4. Soft day profile, SE. The existence of a total thickness
of soft tlay greater than 10 feet (3048 mm) shall be investigated
where a soft clay layer is defined by s, < 500 psf (24 kPa),
40 percent and P1 > 20. If these criteria are met, the site shall be
classified as Soil Profile Type SE.
1636.25 Soil profiles Sc, SD and SE. Sites with Soil Profile
Types So SD and SE shall be classified by using one of the follow-
ing three methods with V, Nand 3, computed in all cases as speci-
fied in Section 1636.2.
1. V, for the top 100 feet (30 480 mm) (V, method).
2. N for the top 100 feet (30 480 mm) (A7 method).
3. Ncif for cohesionless soil layers (PI < 20) in the top 100 feet
(30 480 mm) and average Y. for cohesive soil layers (PI > 20) in
the top 100 feet (30 480 mm) (S method).
1636.2.6 Rock profiles, SA and SR. The shear wave velocity for
rock, Soil Profile Type SB, shall be either measured on site or esti-
(36-1) mated by a geotechnical engineer, engineering geologist or
seismologist for competent rock with moderate fracturing and
weathering. Softer and more highly fractured and weathered rock
shall either be measured on site for shear wave velocity or classi-
fied as Soil Profile Type Sc.
The hard rock, Soil Profile Type SA, category shall be supported
by shear wave velocity measurement either on site or on profiles
of the same rock type in the same formation with an equal or
greater degree of weathering and fracturing. Where hard rock con-
ditions are known to be continuous to a depth of 100 feet (30 480
mm), surficial shear wave velocity measurements may be extrap-
olated to assess V,. The rock categories, Soil Profile Types SA and
2 -23
TABLE 164 =SEISMIC COEFFICIENT C,
SEISMIC ZONE FACTOR, Z
sOLPROf,.ETYPE Z ■0075 ZuatS Z. 0.2 Zr' Z. OA
54 0.06 0.12 0.16 0.24 0.32M,
SB 0.Q8 0.15 0.20 0.30 0.40N, Sc 0.09 0.18 0.24 0.33 0.40N,
S0 0.12' • 0.22 0.28 N,
0.44
0.19 0.30; 0.34 0.36 0.36N,
SF See Footnote 1
1
1997 UNIFORM BUILDING C'
Devices acting as bumpers to stop moving equipment shall be
considered in the design.
Forces described in this section need not act concurrently with
those described in Sections 2228.3.2 and 2228.5.1.
2228.4 Wind Loads. Outdoor racks exposed to wind shall be de-
signed for the wind loads prescribed by Chapter 16 acting on the
horizontal projection of rack plus contents. For stability, consider-
ation shall be given to loading conditions that produce large wind
forces combined with small stabilizing gravity forces, such as
racks fully loaded, but with unit loads of much smaller weight than
the maximum posted unit load.
Forces described in Sections 2228.3.2 and 2228.5.1 need not act
concurrently with wind loads. Forces described in Section
2228.3.3 shall act concurrently with wind forces for design pur-
poses.
2228.5 Earthquake Loads.
2228.5.1 General. Steel storage racks which are not connected
to buildings or other structures shall be designed to resist seismic
forces in conformance with this standard.
2228.5.2 Minimum earthquake forces. The total minimum
lateral force at strength design levels shall be determined in ac-
cordance with Section 1630.2.1:
r racks or portions thereof where lateral stability is
dependent on diagonal or x- bracing. Connections for
bracing members shall be capable of developing the re-
quired strength of the members.
R = 5.6 for racks where the lateral stability is wholly depen-
dent on moment - resisting frame action.
W = weight of rack stricture plus contents. Where a number
of storage rack units are interconnected so there are a
minimum of four columns in any direction on each col-
umn line designed to resist horizontal forces, W may be
equal to the total dead load plus 50 percent of the rack -
rated capacity. In Seismic Zones 3 and 4, wholesale and
retail areas, the 50 percent may only be used when com-
bined with C,JRT taken equal to 0.70C in Formula
(30-4) and with 2.5/R taken equal to 0.70 in Formula
(30 -5).
lbtal seismic force shall be assumed to act nonconcurrently in
the direction of each of the main axes of the rack. For racks having
more than two storage levels, the total lateral force, V shall be dis-
tributed over the height of the rack in accordance with
Ft = A
E Wihi
i -r
in which F is the lateral force applied at Level i; IN is the portion
of the total weight; W, which is assigned to Level i; h is the height
CHAP. 22, DIV. x
2228.3.3
2229.3
of Level i above the base of the rack; and n is the total number of
storage levels. The lateral force, V, shall be distributed in propor-
tion to the total weight, W.
Other R values may be considered based on submission of
substantiating data.
2228.6 Storage Racks in Buildings. Storage racks located in
buildings at levels above the ground level, rack buildings or racks
that depend on attachments to buildings or other structures at other
than the floor level for their lateral stability, shall be designed to
resist earthquake forces that consider the responses of the building
and storage rack to earthquake ground motions as specified in
Chapter 16, Division III.
2228.7 Other Considerations.
2228.7.1 Overturning. In determining overturning moments,
the total weight shall be assumed to act at a height equal to 1.15
times the distance from the floor to the actual center of gravity of
all the horizontal forces.
Equal safety against an overturning moment shall be provided
when only the top level of the rack is loaded, in which case it is to
be assumed that the force acts through the center of gravity of the
top load.
2228.7.2 Torsional forces. Torsional forces shall be considered
based on the critical combination of loaded and unloaded storage
spaces.
2228.7.3 Concurrent forces. Forces described in Sections
2228.3.2, 2228.3.3 and 2228.4 need not be assumed to act concur-
rently with earthquake loads.
SECTION 2229 — SPECIAL RACK DESIGN
PROVISIONS
2229.1 Stability of Truss- braced Upright Frames. The maxi-
mum allowable compression stress in the posts of truss- braced up-
right frames shall be determined from Divisions I and IV.
2229.2 Overturning and Height -to -depth Ratio. Overturning
shall be based on the critical combination of vertical and horizon-
tal bads. Stabilizing forces provided by anchor bolts to the floor
shall not be considered to resist overturning unless the anchors are
specifically designed and installed to resist the uplift forces. Un-
less all columns are so anchored, the minimum ratio between
righting moment and overturning moment shall be 1.5. Sections
2228.4 and 2228.7 shall be considered iri the design.
The height -to -depth ratio of a storage rack shall not exceed 6 to
1 measuring to the top of the topmost load unless the rack is an-
chored or braced externally.
2229.3 Connections to Buildings. Connections of racks to
buildings, if any, shall be designed and installed to prevent reac-
tions or displacements of the buildings or racks from damaging
one another. Section 2228.5 shall be considered.
2 -271
ja R • - 1,30NNETT ENGINLERING
• CIVIL & STRUCTURAL ENGINEERING/CONSULTING
9306 N. NEWPORT HIGHWAY
SPOKANE, WA. 99218
(509) 468-7626
July 6, 1999
Matt Prevost
•Easy-Up Storage Systems
8731 S 212th
Kent, WA 98031
• RE: Seismic Anchoring for Storage Racking for:
Pioneer Ship Supply
1177 Andover Pk. W. Bldg. B
Tukwila, WA 98188
(JRBE Job # 99171.20)
•
Dear Mr. Prevost,
Review of the information relating to the storage racking at the above location revealed two basic loading
conditions with seven geometries. The various loading conditions are illustrated within the attached seismic
analysis.
Based on the information you provided, calculations have been performed for the rack types and loading conditions
with respect to overturning due to lateral seismic forces.
It has been determined that the racking will require baseplates and anchoring per sheet 15 of the attached seismic
analysis. This method of anchoring will accept a resistive force deemed adequate per the 1997 Uniform Building
Code requirements for seismic loading with respect to overturning.
Please contact us if you have any question.
Sincerely,
J.R. Bonnett Engineering
Jim Gradwohl, P.E.
CITY
JUL 0 7 1999
PERMIT CENTER
D61411.0228
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- :: kl"'C�✓s.'ii�ail' 1,. {,�i?:�.u�zt��' +"�.rxo :r.4di}kh�!t V:- fJ: ✓�i�:"'SwkiS�t: }L .l,E l r.1 , . cd�� r.., ��a'i�n:Ed, r. �.�sU. i;d'+y
E: - -
►_
PROJECT:: NAME:. ~ PIONEER SHIP SUPPLY
XX` Original: Plan Submittal: • Response to Incomplete Letter
Response to Correction Letter.,# Revision.# . :After Permit 'Is Issued
ITY NUMBER D99 -0228
DA
DEPARTMENTS:
Build'i`ng`Division
file 1 -8-Rq
Public Works C
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete kl Incomplete Not Applicable n Comments:
APPROVALS OR CORRECTIONS: (ten days)
Approved
U'RROUTE.DOC
5/99
Prt Ccorci
PLAN REVIEW/ROUTING SLIP
NU
Fire Prevention El
Structural
Approved with Conditions
Planning Division
Permit Coordinator
DUE DATE: 7 -8-99
TUES /THURS ROUTING:
Please Route Structural Review Required n No further Review Required
DUE DATE 8 -5-99
n
REVIEWER'S INITIALS: DATE:
Not Approved (attach comments) n
REVIEWER'S INITIALS: DATE:
CORRECTION DETERMINATION: DUE DATE
Approved 1111 Approved with Conditions El Not Approved (attach comments) El
REVIEWER'S INITIALS: DATE:
Dear Sir:
Fire Department Review
Control #D99 -0228
510
July 13, 1999
Re: Pioneer Ship Supply - 1177 Andover Park West Bldg. B
Thomas P. Keefe, Fire Chief
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
1. To use any building or portion thereof exceeding 500
square feet for the storage of high -piled combustible
stock. A floor plan showing the dimensions and location of
the stockpiles and aisles shall be submitted with
applications for such permits. (UFC 8101)
2. In double row racks with heights of storage up to and
including 25', an average nominal 6" transverse flue space
between loads or at rack uprights shall be maintained.
(NFPA 231C 4 -3.1)
3. High -piled combustible storage is combustible
materials in closely packed piles more than 12 feet in
height or combustible materials on pallets or in racks more
than 12 feet in height. For certain special- hazard
commodities such as rubber tires, plastics, some flammable
liquids, idle pallets, etc., the critical pile height may
be as low as 6 feet. (UFC article 2, sec. 209 -H)
4. Maintain minimum 6" longitudinal flue space between
back to back racks. (NFPA 231C)
5. Where storage height exceeds 15 feet and ceiling
sprinklers only are installed, fire protection by one of
the following methods is required for steel building
columns located within racks: (a) one -hour fire proofing,
(b) sidewall sprinkler at the 15 foot elevation of the
column, (c) ceiling sprinkler density minimums as
John W. Rants, Mayor
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439
Page number
determined by the Tukwila Fire Prevention Bureau. (NFPA
231C, 3 -2.3)
6. Smoke venting and curtain boards required by Table
81 -A of the 1997 edition of the Uniform Fire Code, shall be
provided and installed per section 8102.7 and Table 81 -B of
the 1997 edition of the Uniform Fire Code.
7. Racks designed for high -piled storage must comply with
section 2207 of The Uniform Building Code. Please contact
The Tukwila Building Department for details pertaining to
design and installation standards.
8. Nominal 6" transverse flue spaces between loads and at
rack uprights shall be maintained in single row, double row
and multiple row racks. Random variations in the width of
flue spaces or in their vertical alignment shall be
permitted. (NFPA 231c 4 -3.1)
9. A permit is required to use any building or portion
thereof exceeding 500 square feet for high -piled
combustible storage. (UFC 105.8 -h.3, article 81)
Any overlooked hazardous condition and /or violation of the
adopted Fire or Building Codes does not imply approval of
such condition or violation.
Yours truly,
City of Tukwila
Fire Department
6s,
The Tukwila Fire Prevention Bureau
cc: T.F.D. file
dm
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575 4439
106) 395-2033 FAX (206) 395-0108
300-426-9234